CHAPTER 6 WALL...

CHAPTER 6

WALL CONSTRUCTION

SECTION R601GENERAL

R601.1 Application. The provisions of this chapter shall con-trol the design and construction of all walls and partitions forall buildings. For strawbale construction, see Appendix R.

R601.2 Requirements. Wall construction shall be capable ofaccommodating all loads imposed according to Section R301and of transmitting the resulting loads to the supporting struc-tural elements.

R601.2.1 Compressible floor-covering materials. Com-pressible floor-covering materials that compress more than1/32 inch (0.8 mm) when subjected to 50 pounds (23 kg)applied over 1 inch square (645 mm) of material and aregreater than 1/8 inch (3 mm) in thickness in the uncom-pressed state shall not extend beneath walls, partitions orcolumns, which are fastened to the floor.

SECTION R602WOOD WALL FRAMING

R602.1 Identification. Load-bearing dimension lumber forstuds, plates and headers shall be identified by a grade mark ofa lumber grading or inspection agency that has been approvedby an accreditation body that complies with DOC PS 20. In lieuof a grade mark, a certification of inspection issued by a lumbergrading or inspection agency meeting the requirements of thissection shall be accepted.

R602.1.1 End-jointed lumber. Approved end-jointed lum-ber identified by a grade mark conforming to SectionR602.1 may be used interchangeably with solid-sawn mem-bers of the same species and grade.

R602.1.2 Structural glued laminated timbers. Gluedlaminated timbers shall be manufactured and identified asrequired in ANSI/AITC A190.1 and ASTM D 3737.

R602.1.3 Structural log members. Stress grading of struc-tural log members of nonrectangular shape, as typicallyused in log buildings, shall be in accordance with ASTM D3957. Such structural log members shall be identified by thegrade mark of an approved lumber grading or inspectionagency. In lieu of a grade mark on the material, a certificateof inspection as to species and grade, issued by a lum-ber-grading or inspection agency meeting the requirementsof this section, shall be permitted to be accepted.

R602.2 Grade. Studs shall be a minimum No. 3, standard orstud grade lumber.

Exception: Bearing studs not supporting floors andnonbearing studs may be utility grade lumber, provided thestuds are spaced in accordance with Table R602.3(5).

R602.3 Design and construction. Exterior walls ofwood-frame construction shall be designed and constructed inaccordance with the provisions of this chapter and FiguresR602.3(1) and R602.3.(2) or in accordance with AF&PA’sNDS. Components of exterior walls shall be fastened in accor-dance with Tables R602.3(1) through R602.3(4). Structuralwall sheathing shall be fastened directly to structural framingmembers. Exterior wall coverings shall be capable of resistingthe wind pressures listed in Table R301.2(2).Wood structuralpanel sheathing used for exterior walls shall conform to therequirements of Table R602.3(3).

Studs shall be continuous from support at the sole plate to asupport at the top plate to resist loads perpendicular to the wall.The support shall be a foundation or floor, ceiling or roof dia-phragm or shall be designed in accordance with accepted engi-neering practice or other methods approved by the buildingofficial.

Exception: Jack studs, trimmer studs and cripple studs atopenings in walls that comply with Tables R502.5(1) andR502.5(2).

R602.3.1 Stud size, height and spacing. The size, height andspacing of studs shall be in accordance with Table R602.3.(5).

Exceptions:

1. Utility grade studs shall not be spaced more than16 inches (406 mm) on center, shall not supportmore than a roof and ceiling, and shall not exceed 8feet (2438 mm) in height for exterior walls andload-bearing walls or 10 feet (3048 mm) for inte-rior nonload-bearing walls.

2. Studs more than 10 feet (3048 mm) in heightwhich are in accordance with Table R602.3.1.

R602.3.2 Top plate. Wood stud walls shall be capped with adouble top plate installed to provide overlapping at cornersand intersections with bearing partitions. End joints in topplates shall be offset at least 24 inches (610 mm). Joints inplates need not occur over studs. Plates shall be not less than2-inches (51 mm) nominal thickness and have a width atleast equal to the width of the studs.

Exception: A single top plate may be installed in studwalls, provided the plate is adequately tied at joints, cor-ners and intersecting walls by a minimum 3-inch-by-6-inch by a 0.036-inch-thick (76 mm by 152 mm by0.914 mm) galvanized steel plate that is nailed to eachwall or segment of wall by six 8d nails on each side, pro-vided the rafters or joists are centered over the studs witha tolerance of no more than 1 inch (25 mm). The top platemay be omitted over lintels that are adequately tied toadjacent wall sections with steel plates or equivalent aspreviously described.

2011 OREGON RESIDENTIAL SPECIALTY CODE 6-1

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R602.3.3 Bearing studs. Where joists, trusses or rafters arespaced more than 16 inches (406 mm) on center and thebearing studs below are spaced 24 inches (610 mm) on cen-ter, such members shall bear within 5 inches (127 mm) ofthe studs beneath.

Exceptions:

1. The top plates are two 2-inch by 6-inch (38 mm by140 mm) or two 3-inch by 4-inch (64 mm by 89 mm)members.

2. A third top plate is installed.

3. Solid blocking equal in size to the studs is installedto reinforce the double top plate.

R602.3.4 Bottom (sole) plate. Studs shall have full bearingon a nominal 2-by (51 mm) or larger plate or sill having awidth at least equal to the width of the studs.

R602.4 Interior load-bearing walls. Interior load-bearingwalls shall be constructed, framed and fireblocked as specifiedfor exterior walls.

R602.5 Interior nonbearing walls. Interior nonbearing wallsshall be permitted to be constructed with 2-inch-by-3-inch (51mm by 76 mm) studs spaced 24 inches (610 mm) on center or,when not part of a braced wall line, 2-inch-by-4-inch (51 mmby 102 mm) flat studs spaced at 16 inches (406 mm) on center.Interior nonbearing walls shall be capped with at least a singletop plate. Interior nonbearing walls shall be fireblocked inaccordance with Section R602.8.

R602.6 Drilling and notching–studs. Drilling and notchingof studs shall be in accordance with the following:

1. Notching. Any stud in an exterior wall or bearing partitionmay be cut or notched to a depth not exceeding 25 percentof its width. Studs in nonbearing partitions may be notchedto a depth not to exceed 40 percent of a single stud width.

2. Drilling. Any stud may be bored or drilled, provided thatthe diameter of the resulting hole is no more than 60 per-cent of the stud width, the edge of the hole is no morethan 5/8 inch (16 mm) to the edge of the stud, and the holeis not located in the same section as a cut or notch. Studslocated in exterior walls or bearing partitions drilled over40 percent and up to 60 percent shall also be doubledwith no more than two successive doubled studs bored.See Figures R602.6(1) and R602.6(2).

Exception: Use of approved stud shoes is permittedwhen they are installed in accordance with the manu-facturer’s recommendations.

R602.6.1 Drilling and notching of top plate. When pipingor ductwork is placed in or partly in an exterior wall or inte-rior load-bearing wall, necessitating cutting, drilling ornotching of the top plate by more than 50 percent of itswidth, a galvanized metal tie not less than 0.054 inch thick(1.37 mm) (16 ga) and 11/2 inches (38 mm) wide shall be fas-tened across and to the plate at each side of the opening withnot less than eight 10d (0.148 inch diameter) having a mini-mum length of 11/2 inches (38 mm) at each side or equiva-lent. The metal tie must extend a minimum of 6 inches pastthe opening. See Figure R602.6.1.

Exception: When the entire side of the wall with the notchor cut is covered by wood structural panel sheathing.

R602.7 Headers. For header spans see Tables R502.5(1) andR502.5(2).

R602.7.1 Wood structural panel box headers. Woodstructural panel box headers shall be constructed in accor-dance with Figure R602.7.2 and Table R602.7.2.

R602.7.2 Nonbearing walls. Load-bearing headers are notrequired in interior or exterior nonbearing walls. A singleflat 2-inch-by-4-inch (51 mm by 102 mm) member may beused as a header in interior or exterior nonbearing walls foropenings up to 8 feet (2438 mm) in width if the vertical dis-tance to the parallel nailing surface above is not more than24 inches (610 mm). For such nonbearing headers, no crip-ples or blocking are required above the header.

R602.8 Fireblocking required. Fireblocking shall be pro-vided in accordance with Section R302.11.

R602.9 Cripple walls. Foundation cripple walls shall beframed of studs not smaller than the studding above. Whenexceeding 4 feet (1219 mm) in height, such walls shall beframed of studs having the size required for an additional story.

Cripple walls with a stud height less than 14 inches (356mm) shall be sheathed on at least one side with a wood struc-tural panel that is fastened to both the top and bottom plates inaccordance with Table R602.3(1), or the cripple walls shall beconstructed of solid blocking. Cripple walls shall be supportedon continuous foundations and braced as required for lateralloads in accordance with Sections R602.10.2 and R602.10.9.

R602.10 Wall bracing. Buildings shall be braced in accor-dance with this section. Where a building, or portion thereof,does not comply with one or more of the bracing requirementsin this section, those portions shall be designed and constructedin accordance with Section R301.1.

Exception: Detached one- and two-family dwellings locatedin Seismic Design Category C are exempt from the seismicbracing requirements of this section. Wind speed provisionsfor bracing shall be applicable to detached one- and two-fam-ily dwellings.

TABLE R602.10WALL BRACING METHODSa

LIB Let-in bracing

DWB Diagonal wood boards

WSP Wood structural panels

SFB Structural fiberboard sheathing

GB Gypsum board

PBS Particleboard sheathing

PCP Portland cement plaster

HPS Hardboard panel siding

ABW Alternate braced wall

PFH Intermittent portal frame

PFG Intermittent portal frame at garage

a. See Table R602.10.2 for specific bracing methods.

6-2 2011 OREGON RESIDENTIAL SPECIALTY CODE

WALL CONSTRUCTION




WALL CONSTRUCTION

TABLE R602.3(1)FASTENER SCHEDULE FOR STRUCTURAL MEMBERS

ITEM DESCRIPTION OF BUILDING ELEMENTSNUMBER AND TYPE OF

FASTENERa, b, c SPACING OF FASTENERS

Roof

1 Blocking between joists or rafters to top plate, toe nail 3-8d (21/2″ × 0.113″) —

2 Ceiling joists to plate, toe nail 3-8d (21/2″ × 0.113″) —

3 Ceiling joists not attached to parallel rafter, laps over partitions,face nail 3-10d —

4 Collar tie rafter, face nail or 11/4″ × 20 gage ridge strap 3-10d (3″ × 0.128″) —

5 Rafter to plate, toe nail 2-16d (31/2″ × 0.135″) —

6Roof rafters to ridge, valley or hip rafters:

toe nailface nail

4-16d (31/2″ × 0.135″)3-16d (31/2″ × 0.135″)

——

Wall

7 Built-up corner studs 10d (3″ × 0.128″) 24″ o.c.

8 Built-up header, two pieces with 1/2″ spacer 16d (31/2″ × 0.135″) 16″ o.c. along each edge

9 Continued header, two pieces 16d (31/2″ × 0.135″) 16″ o.c. along each edge

10 Continuous header to stud, toe nail 4-8d (21/2″ × 0.113″) —

11 Double studs, face nail 10d (3″ × 0.128″) 24″ o.c.

12 Double top plates, face nail 10d (3″ × 0.128″) 24″ o.c.

13 Double top plates, minimum 24-inch offset of end joints,face nail in lapped area

8-16d j (31/2″ × 0.135″) —

14 Sole plate to joist, solid deck or blocking, face nail 16d (31/2″ × 0.135″) 16″ o.c.

15 Sole plate to joist, solid deck or blocking at braced wall panels 3-16d per 16″ (31/2″ ×0.135″) —

16 Stud to sole plate, toe nail3-8d (21/2″ × 0.113″)

or2-16d 31/2″ × 0.135″)

—

—

17 Top or sole plate to stud, end nail 2-16d (31/2″ × 0.135″) —

18 Top plates, laps at corners and intersections, face nail 2-10d (3″ × 0.128″) —

19 1″ brace to each stud and plate, face nail 2-8d (21/2″ × 0.113″)2 staples 13/4″

——

20 1″ × 6″ sheathing to each bearing, face nail 2-8d (21/2″ × 0.113″)2 staples 13/4″

——

21 1″ × 8″ sheathing to each bearing, face nail 2-8d (21/2″ × 0.113″)3 staples 13/4″

——

22Wider than 1″ × 8″ sheathing to each bearing, face nail 3-8d (21/2″ × 0.113″)

4 staples 13/4″——

Floor

23 Joist to sill or girder, toe nail 3-8d (21/2″ × 0.113″) —

24 1″ × 6″ subfloor or less to each joist, face nail2-8d (21/2″ × 0.113″)

2 staples 13/4″——

25 2″ subfloor to joist or girder, blind and face nail 2-16d (31/2″ × 0.135″) —

26 Rim joist to top plate, toe nail (roof applications also) 8d (21/2″ × 0.113″) 6″ o.c.

27 2″ planks (plank & beam – floor & roof) 2-16d (31/2″ × 0.135″) at each bearing

28 Built-up girders and beams, 2-inch lumber layers 10d (3″ × 0.128″)

Nail each layer as follows:32″ o.c. at top and bottom andstaggered. Two nails at ends

and at each splice.

(continued)




WALL CONSTRUCTION

TABLE R602.3(1)—continuedFASTENER SCHEDULE FOR STRUCTURAL MEMBERS

ITEMDESCRIPTION OF BUILDING

MATERIALS DESCRIPTION OF FASTENERb, c, e

SPACING OF FASTENERS

Edges(inches)i

Intermediatesupportsc, e

(inches)

Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing

30 3/8″ - 1/2″6d common (2″ × 0.113″) nail (subfloor wall)8d common (21/2″ × 0.131″) nail (roof)f 6 12g

31 19/32″ - 1″ 8d common nail (21/2″ × 0.131″) 6 12g

32 11/8″ - 11/4″10d common (3″ × 0.148″) nail or8d (21/2″ × 0.131″) deformed nail

6 12

Other wall sheathingh

331/2″ structural cellulosicfiberboard sheathing

1/2″ galvanized roofing nail, 7/16″ crown or 1″crown staple 16 ga., 11/4″ long 3 6

3425/32″ structural cellulosicfiberboard sheathing

13/4″ galvanized roofing nail, 7/16″ crown or 1″crown staple 16 ga., 11/2″ long 3 6

35 1/2″ gypsum sheathingd 11/2″ galvanized roofing nail; staple galvanized,

11/2″ long; 11/4 screws, Type W or S 7 7

36 5/8″ gypsum sheathingd 13/4″ glavanized roofing nail; staple galvanized,15/8″ long; 15/8″ screws, Type W or S 7 7

Wood structural panels, combination subfloor underlayment to framing

37 3/4″ and less 6d deformed (2″ × 0.120″) nail or8d common (21/2″ × 0.131″) nail

6 12

38 7/8″ - 1″ 8d common (21/2″ × 0.131″) nail or8d deformed (21/2″ × 0.120″) nail

6 12

39 11/8″ - 11/4″10d common (3″ × 0.148″) nail or8d deformed (21/2″ × 0.120″) nail

6 12

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1ksi = 6.895 MPa.a. All nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have minimum

average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but notlarger than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less.

b. Staples are 16 gage wire and have a minimum 7/16-inch on diameter crown width.c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches orgreater.d. Four-foot-by-8-foot or 4-foot-by-9-foot panels shall be applied vertically.e. Spacing of fasteners not included in this table shall be based on Table R602.3(2).f. For regions having basic wind speed of 110 mph or greater, 8d deformed (21/2″ × 0.120) nails shall be used for attaching plywood and wood structural panel roof

sheathing to framing within minimum 48-inch distance from gable end walls, if mean roof height is more than 25 feet, up to 35 feet maximum.g. For regions having basic wind speed of less than 110 mph, nails for attaching wood structural panel roof sheathing to gable end wall framing shall be spaced 6

inches on center. When basic wind speed is greater than 100 mph, nails for attaching panel roof sheathing to intermediate supports shall be spaced 6 inches on cen-ter for minimum 48-inch distance from ridges, eaves and gable end walls; and 4 inches on center to gable end wall framing.

h. Gypsum sheathing shall conform to ASTM C 1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C 208.i. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at all floor perimeters only.

Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or floor sheath-ing panel edges perpendicular to the framing members need not be provided except as required by other provisions of this code. Floor perimeter shall be supportedby framing members or solid blocking.

j. Interior non-braced wall lines may be nailed with a minimum 4-10d nails.




WALL CONSTRUCTION

TABLE R602.3(2)ALTERNATE ATTACHMENTS

NOMINAL MATERIAL THICKNESS(inches)

DESCRIPTIONa, b OF FASTENER AND LENGTH(inches)

SPACINGc OF FASTENERS

Edges(inches)

Intermediate supports(inches)

Wood structural panels subfloor, roof and wall sheathing to framing and particleboard wall sheathing to framingf

up to 1/2

Staple 15 ga. 13/4 4 8

0.097 - 0.099 Nail 21/4 3 6

Staple 16 ga. 13/4 3 6

19/32 and 5/8

0.113 Nail 2 3 6

Staple 15 and 16 ga. 2 4 8

0.097 - 0.099 Nail 21/4 4 8

23/32 and 3/4

Staple 14 ga. 2 4 8

Staple 15 ga. 13/4 3 6

0.097 - 0.099 Nail 21/4 4 8

Staple 16 ga. 2 4 8

1

Staple 14 ga. 21/4 4 8

0.113 Nail 21/4 3 6

Staple 15 ga. 21/4 4 8

0.097 - 0.099 Nail 21/2 4 8

NOMINAL MATERIAL THICKNESS(inches)

DESCRIPTIONa,b OF FASTENER AND LENGTH(inches)

SPACINGc OF FASTENERS

Edges(inches)

Body of paneld

(inches)

Floor underlayment; plywood-hardboard-particleboardf

Plywood

1/4 and 5/16

11/4 ring or screw shank nail—minimum121/2 ga. (0.099″) shank diameter 3 6

Staple 18 ga., 7/8, 3/16 crown width 2 5

11/32, 3/8, 15/32, and 1/211/4 ring or screw shank nail—minimum

121/2 ga. (0.099″) shank diameter 6 8e

19/32, 5/8, 23/32 and 3/4

11/2 ring or screw shank nail—minimum121/2 ga. (0.099″) shank diameter 6 8

Staple 16 ga. 11/2 6 8

Hardboardf

0.200

11/2 long ring-grooved underlayment nail 6 6

4d cement-coated sinker nail 6 6

Staple 18 ga., 7/8 long (plastic coated) 3 6

Particleboard

1/44d ring-grooved underlayment nail 3 6

Staple 18 ga., 7/8 long, 3/16 crown 3 6

3/86d ring-grooved underlayment nail 6 10


1/2, 5/86d ring-grooved underlayment nail 6 10


For SI: 1 inch = 25.4 mm.a. Nail is a general description and may be T-head, modified round head or round head.b. Staples shall have a minimum crown width of 7/16-inch on diameter except as noted.c. Nails or staples shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. Nails or staples shall be spaced at not more

than 12 inches on center at intermediate supports for floors.d. Fasteners shall be placed in a grid pattern throughout the body of the panel.e. For 5-ply panels, intermediate nails shall be spaced not more than 12 inches on center each way.f. Hardboard underlayment shall conform to ANSI/AHA A135.4.




WALL CONSTRUCTION

TABLE R602.3(3)REQUIREMENTS FOR WOOD STRUCTURAL PANEL

WALL SHEATHING USED TO RESIST WIND PRESSURESa,b,c

MINIMUM NAILMINIMUM

WOODSTRUCTURALPANEL SPAN

RATING

MINIMUMNOMINAL

PANELTHICKNESS

(inches)

MAXIMUMWALL STUD

SPACING(inches)

PANEL NAIL SPACINGMAXIMUM WIND SPEED

(mph)

SizePenetration

(inches)Edges

(inches o.c.)Field

(inches o.c.)

Wind exposure category

B C D

6d Common(2.0″ × 0.113″) 1.5 24/0 3/8 16 6 12 110 90 85

8d Common(2.5″ × 0.131″) 1.75 24/16 7/16

16 6 12 130 110 105

24 6 12 110 90 85

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.a. Panel strength axis parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be applied with panel

strength axis perpendicular to supports.b. Table is based on wind pressures acting toward and away from building surfaces per Section R301.2. Lateral bracing requirements shall be in accordance with Sec-

tion R602.10.c. Wood Structural Panels with span ratings of Wall-16 or Wall-24 shall be permitted as an alternate to panels with a 24/0 span rating. Plywood siding rated 16 oc or 24

oc shall be permitted as an alternate to panels with a 24/16 span rating. Wall-16 and Plywood siding 16 oc shall be used with studs spaced a maximum of 16 incheson center.

TABLE R602.3(4)ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHINGa

THICKNESS(inch) GRADE

STUD SPACING(inches)

When siding is nailed to studs When siding is nailed to sheathing

3/8 M—1 Exterior glue 16 —

1/2 M—2 Exterior glue 16 16

For SI: 1 inch = 25.4 mm.a. Wall sheathing not exposed to the weather. If the panels are applied horizontally, the end joints of the panel shall be offset so that four panels corners will not meet.

All panel edges must be supported. Leave a 1/16-inch gap between panels and nail no closer than 3/8 inch from panel edges.

TABLE R602.3(5)SIZE, HEIGHT AND SPACING OF WOOD STUDSa

STUD SIZE(inches)

BEARING WALLS NONBEARING WALLS

Laterallyunsupportedstud heighta

(feet)

Maximum spacingwhen supporting

a roof-ceilingassembly only

(inches)

Maximum spacingwhen supportingone floor, plus a

roof-ceilingassembly (inches)

Maximum spacingwhen supportingtwo floors, plus a

roof-ceilingassembly(inches)

Maximumspacing when

supporting onefloor heighta

(feet)

Laterallyunsupported

studheighta

(feet)

Maximumspacing(inches)

2 × 3b — — — — — 10 16

2 × 4 10 24c 16c — 24 14 24

3 × 4 10 24 24 16 24 14 24

2 × 5 10 24 24 — 24 16 24

2 × 6 10 24 24 16 24 20 24

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square foot = 0.093m2.a. Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Increases in unsupported height are permitted where

justified by analysis.b. Shall not be used in exterior walls.

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WALL CONSTRUCTION

For SI: 1 inch = 25.4 mm.

FIGURE R602.3(1)TYPICAL WALL, FLOOR AND ROOF FRAMING




WALL CONSTRUCTION

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

FIGURE R602.3(2)FRAMING DETAILS




WALL CONSTRUCTION

TABLE R602.3.1MAXIMUM ALLOWABLE LENGTH OF WOOD WALL STUDS EXPOSED TO WIND SPEEDS OF 110 mph

OR LESS IN SEISMIC DESIGN CATEGORIES A, B, C, D1 and D2b, c

HEIGHT(feet)

ON-CENTER SPACING (inches)

24 16 12 8

Supporting a roof only

>10 2 × 4 2 × 4 2 × 4 2 × 4

12 2 × 6 2 × 4 2 × 4 2 × 4

14 2 × 6 2 × 6 2 × 6 2 × 4

16 2 × 6 2 × 6 2 × 6 2 × 4

18 NAa 2 × 6 2 × 6 2 × 6

20 NAa NAa 2 × 6 2 × 6

24 NAa NAa NAa 2 × 6

Supporting one floor and a roof

>10 2 × 6 2 × 4 2 × 4 2 × 4

12 2 × 6 2 × 6 2 × 6 2 × 4

14 2 × 6 2 × 6 2 × 6 2 × 6

16 NAa 2 × 6 2 × 6 2 × 6

18 NAa 2 × 6 2 × 6 2 × 6

20 NAa NAa 2 × 6 2 × 6


Supporting two floors and a roof

>10 2 × 6 2 × 6 2 × 4 2 × 4

12 2 × 6 2 × 6 2 × 6 2 × 6

14 2 × 6 2 × 6 2 × 6 2 × 6

16 NAa NAa 2 × 6 2 × 6

18 NAa NAa 2 × 6 2 × 6


22 NAa NAa NAa NAa

24 NAa NAa NAa NAa

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa,1 pound per square inch = 6.895 kPa, 1 mile per hour = 0.447 m/s.

a. Design required.b. Applicability of this table assumes the following: Snow load not exceeding 25 psf, fb not less than 1310 psi determined by multiplying the AF&PA NDS tabular

base design value by the repetitive use factor, and by the size factor for all species except southern pine, E not less than 1.6 × 106 psi, tributary dimensions for floorsand roofs not exceeding 6 feet, maximum span for floors and roof not exceeding 12 feet, eaves not over 2 feet in dimension and exterior sheathing. Where the condi-tions are not within these parameters, design is required.

c. Utility, standard, stud and No. 3 grade lumber of any species are not permitted.

(continued)




WALL CONSTRUCTION

TABLE R602.3.1—continuedMAXIMUM ALLOWABLE LENGTH OF WOOD WALL STUDS EXPOSED TO WIND SPEEDS OF 100 mph OR LESS

IN SEISMIC DESIGN CATEGORIES A, B, C, D1 and D2




WALL CONSTRUCTION

For SI: 1 inch = 25.4 mm.NOTE: Condition for exterior and bearing walls.

FIGURE R602.6(1)NOTCHING AND BORED HOLE LIMITATIONS FOR EXTERIOR WALLS AND BEARING WALLS




WALL CONSTRUCTION


FIGURE R602.6(2)NOTCHING AND BORED HOLE LIMITATIONS FOR INTERIOR NONBEARING WALLS




WALL CONSTRUCTION


FIGURE R602.6.1TOP PLATE FRAMING TO ACCOMMODATE PIPING

TABLE R602.7.2MAXIMUM SPANS FOR WOOD STRUCTURAL PANEL BOX HEADERSa

HEADERCONSTRUCTIONb

HEADER DEPTH(inches)

HOUSE DEPTH (feet)

24 26 28 30 32

Wood structuralpanel—one side

915

45

45

34

33

—3

Wood structuralpanel—both sides

915

78

58

57

47

36

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.a. Spans are based on single story with clear-span trussed roof or two-story with floor and roof supported by interior-bearing walls.b. See Figure R602.7.2 for construction details.



R602.10.1 Braced wall lines. Braced wall lines shall beprovided in accordance with this section. The length of abraced wall line shall be measured as the distance betweenthe ends of the wall line. The end of a braced wall line shallbe considered to be either:

1. The intersection with perpendicular exterior walls orprojection thereof,

2. The intersection with perpendicular braced walllines.

The end of the braced wall line shall be chosen such thatthe maximum length results.

R602.10.1.1 Braced wall panels. Braced wall panels shallbe constructed in accordance with the intermittent bracingmethods specified in Section R602.10.2, or the continuoussheathing methods specified in Sections R602.10.4 andR602.10.5. Mixing of bracing method shall be permitted asfollows:

1. Mixing bracing methods from story to story is per-mitted.

2. Mixing bracing methods from braced wall line tobraced wall line within a story is permitted, exceptthat continuous sheathing methods shall conform tothe additional requirements of Sections R602.10.4and R602.10.5.

3. Mixing bracing methods within a braced wall lineis permitted only in Seismic Design Categories Aand B, and detached dwellings in Seismic DesignCategory C. The length of required bracing for thebraced wall line with mixed sheathing types shallhave the higher bracing length requirement, inaccordance with Tables R602.10.1.2(1) andR602.10.1.2(2), of all types of bracing used.

R602.10.1.2 Length of bracing. The length of bracingalong each braced wall line shall be the greater of thatrequired by the design wind speed and braced wall linespacing in accordance with Table R602.10.1.2(1) asadjusted by the factors in the footnotes or the SeismicDesign Category and braced wall line length in accor-dance with Table R602.10.1.2(2) as adjusted by the fac-tors in Table R602.10.1.2(3) or braced wall panel


WALL CONSTRUCTION

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.NOTES:a. The top plate shall be continuous over header.b. Jack studs shall be used for spans over 4 feet.c. Cripple spacing shall be the same as for studs.d. Wood structural panel faces shall be single pieces of 15/32-inch-thick Exposure 1 (exterior glue) or thicker, installed on the interior or exterior or both sides of the

header.e. Wood structural panel faces shall be nailed to framing and cripples with 8d common or galvanized box nails spaced 3 inches on center, staggering alternate nails

1/2 inch. Galvanized nails shall be hot-dipped or tumbled.

FIGURE R602.7.2TYPICAL WOOD STRUCTURAL PANEL BOX HEADER CONSTRUCTION



location requirements of Section R602.10.1.4. Onlywalls that are parallel to the braced wall line shall becounted toward the bracing requirement of that line,except angled walls shall be counted in accordance withSection R602.10.1.3. In no case shall the minimum totallength of bracing in a braced wall line, after all adjust-ments have been taken, be less than 48 inches (1219 mm)total.

R602.10.1.2.1 Braced wall panel uplift load path.Braced wall panels located at exterior walls that sup-port roof rafters or trusses (including stories belowtop story) shall have the framing members connectedin accordance with one of the following:

1. Fastening in accordance with Table R602.3(1)where:

1.1. The basic wind speed does not exceed90 mph (40 m/s), the wind exposure cat-egory is B, the roof pitch is 5:12 orgreater, and the roof span is 32 feet(9754 mm) or less, or

1.2. The net uplift value at the top of a walldoes not exceed 100 plf. The net upliftvalue shall be determined in accordancewith Section R802.11 and shall be per-mitted to be reduced by 60 plf (86N/mm) for each full wall above.

2. Where the net uplift value at the top of a wallexceeds 100 plf (146 N/mm), installing approveduplift framing connectors to provide a continuousload path from the top of the wall to the foundation.The net uplift value shall be as determined in Item1.2 above.

3. Bracing and fasteners designed in accordancewith accepted engineering practice to resistcombined uplift and shear forces.

R602.10.1.3 Angled corners. At corners, braced walllines shall be permitted to angle out of plane up to 45degrees with a maximum diagonal length of 8 feet (2438mm). When determining the length of bracing required,the length of each braced wall line shall be determined asshown in Figure R602.10.1.3. The placement of bracingfor the braced wall lines shall begin at the point where thebraced wall line, which contains the angled wall adjoinsthe adjacent braced wall line (Point A as shown in FigureR602.10.1.3). Where an angled corner is constructed at anangle equal to 45 degrees (0.79 rad) and the diagonallength is no more than 8 feet (2438 mm), the angled wallmay be considered as part of either of the adjoining bracedwall lines, but not both. Where the diagonal length isgreater than 8 feet (2438 mm), it shall be considered itsown braced wall line and be braced in accordance withSection R602.10.1 and methods in Section R602.10.2.

R602.10.1.4 Braced wall panel location. Braced wallpanels shall be located in accordance with FigureR602.10.1.4(1). Braced wall panels shall be located notmore than 25 feet (7620 mm) on center and shall be per-mitted to begin no more than 12.5 feet (3810 mm) from

the end of a braced wall line in accordance with SectionR602.10.1 and Figure R602.10.1.4(2). The total com-bined distance from each end of a braced wall line to theoutermost braced wall panel or panels in the line shallnot exceed 12.5 feet (3810 mm). Braced wall panels maybe offset out-of-plane up to 4 feet (1219 mm) from thedesignated braced wall line provided that the totalout-to-out offset of braced wall panels in a braced wallline is not more than 8 feet (2438 mm) in accordance withFigures R602.10.1.4(3) and R602.10.1.4(4). All bracedwall panels within a braced wall line shall be permittedto be offset from the designated braced wall line.

R602.10.1.4.1 Braced wall panel location in Seis-mic Design Categories D1 and D2. Braced wall linesat exterior walls shall have a braced wall panellocated at each end of the braced wall line.

Exception: For braced wall panel constructionMethod WSP of Section R602.10.2, the bracedwall panel shall be permitted to begin no more than8 feet (2438 mm) from each end of the braced wallline provided one of the following is satisfied inaccordance with Figure R602.10.1.4.1:

1. A minimum 24-inch-wide (610 mm) panelis applied to each side of the building cornerand the two 24-inch-wide (610 mm) panelsat the corner are attached to framing inaccordance with Figure R602.10.4.4(1), or

2. The end of each braced wall panel closest tothe corner shall have a hold-down devicefastened to the stud at the edge of the bracedwall panel closest to the corner and to thefoundation or framing below. The hold-down device shall be capable of providingan uplift allowable design value of at least1,800 pounds (8 kN). The hold-down deviceshall be installed in accordance with themanufacturer’s recommendations.

R602.10.1.5 Braced wall line spacing for SeismicDesign Categories D1 and D2. Spacing between bracedwall lines in each story shall not exceed 25 feet (7620mm) on center in both the longitudinal and transversedirections.

Exception: In one- and two-story buildings, spacingbetween two adjacent braced wall lines shall notexceed 35 feet (10 668 mm) on center in order toaccommodate one single room not exceeding 900square feet (84 m2) in each dwelling unit. Spacingbetween all other braced wall lines shall not exceed 25feet (7620 mm). A spacing of 35 feet (10 668 mm) orless shall be permitted between braced wall lineswhere the length of wall bracing required by TableR602.10.1.2(2) is multiplied by the appropriate adjust-ment factor from Table R602.10.1.5, thelength-to-width ratio for the floor/roof diaphragm doesnot exceed 3:1, and the top plate lap splice face nailingis twelve 16d nails on each side of the splice.


WALL CONSTRUCTION




WALL CONSTRUCTION

TABLE R602.10.1.2(1)a, b, c, d, e

BRACING REQUIREMENTS BASED ON WIND SPEED(as a function of braced wall line spacing)

EXPOSURE CATEGORY B, 30 FT MEAN ROOF HEIGHT,10 FT EAVE TO RIDGE HEIGHT,

10 FT WALL HEIGHT,2 BRACED WALL LINES

MINIMUM TOTAL LENGTH (feet) OF BRACED WALL PANELS REQUIRED ALONGEACH BRACED WALL LINE

Basic Wind Speed(mph)

StoryLocation

Braced Wall LineSpacing (feet) Method LIBf, h

Method GB(double sided)g

Methods DWB,WSP, SFB, PBS,

PCP, HPSf, iContinuousSheathing

≤ 85(mph)

10 3.5 3.5 2.0 1.5

20 6.0 6.0 3.5 3.0

30 8.5 8.5 5.0 4.5

40 11.5 11.5 6.5 5.5

50 14.0 14.0 8.0 7.0

60 16.5 16.5 9.5 8.0

10 6.5 6.5 3.5 3.0

20 11.5 11.5 6.5 5.5

30 16.5 16.5 9.5 8.0

40 21.5 21.5 12.5 10.5

50 26.5 26.5 15.0 13.0

60 31.5 31.5 18.0 15.5

10 NP 9.0 5.5 4.5

20 NP 17.0 10.0 8.5

30 NP 24.5 14.0 12.0

40 NP 32.0 18.0 15.5

50 NP 39.0 22.5 19.0

60 NP 46.5 26.5 22.5

≤ 90(mph)

10 3.5 3.5 2.0 2.0

20 7.0 7.0 4.0 3.5

30 9.5 9.5 5.5 5.0

40 12.5 12.5 7.5 6.0

50 15.5 15.5 9.0 7.5

60 18.5 18.5 10.5 9.0

10 7.0 7.0 4.0 3.5

20 13.0 13.0 7.5 6.5

30 18.5 18.5 10.5 9.0

40 24.0 24.0 14.0 12.0

50 29.5 29.5 17.0 14.5

60 35.0 35.0 20.0 17.0

10 NP 10.5 6.0 5.0

20 NP 19.0 11.0 9.5

30 NP 27.5 15.5 13.5

40 NP 35.5 20.5 17.5

50 NP 44.0 25.0 21.5

60 NP 52.0 30.0 25.5

(continued)




WALL CONSTRUCTION

TABLE R602.10.1.2(1)a, b, c, d, e—continuedBRACING REQUIREMENTS BASED ON WIND SPEED

(as a function of braced wall line spacing)





StoryLocation

Braced wallLine Spacing (feet) Method LIBf, h

Method GB(doubled sided)g

Method DWB,WSP, SFB, PBS,


≤ 95(mph)

10 4.0 4.0 2.25 2.25

20 7.75 7.75 4.5 3.75

30 10.75 10.75 6.25 5.5

40 14.0 14.0 8.25 6.75

50 17.25 17.25 10.0 8.5

60 20.5 20.5 11.75 10.0

10 7.75 7.75 4.5 4.0

20 14.5 14.5 8.25 7.25

30 20.75 20.75 11.75 10.0

40 26.75 26.75 15.5 13.25

50 33.0 33.0 19.0 16.25

60 39.25 39.25 22.5 19.0

10 NP 11.5 6.75 5.5

20 NP 21.25 12.25 10.5

30 NP 30.75 17.5 15.0

40 NP 39.75 22.75 19.5

50 NP 49.0 28.0 24.0

60 NP 58.0 33.25 28.25

≤ 100(mph)

10 4.5 4.5 2.5 2.5

20 8.5 8.5 5.0 4.0

30 12.0 12.0 7.0 6.0

40 15.5 15.5 9.0 7.5

50 19.0 19.0 11.0 9.5

60 22.5 22.5 13.0 11.0

10 8.5 8.5 5.0 4.5

20 16.0 16.0 9.0 8.0

30 23.0 23.0 13.0 11.0

40 29.5 29.5 17.0 14.5

50 36.5 36.5 21.0 18.0

60 43.5 43.5 25.0 21.0

10 NP 12.5 7.5 6.0

20 NP 23.5 13.5 11.5

30 NP 34.0 19.5 16.5

40 NP 44.0 25.0 21.5

50 NP 54.0 31.0 26.5

60 NP 64.0 36.5 31.0

(continued)




WALL CONSTRUCTION


(as a function of braced wall line spacing)





StoryLocation

Braced wallLine Spacing (feet) Method LIBf, h

Method GB(doubled sided)g

Method DWB,WSP, SFB, PBS,


≤ 105(mph)

10 5.0 5.0 2.75 2.75

20 9.25 9.25 5.5 4.5

30 13.25 13.25 7.75 6.5

40 17.0 17.0 10.0 8.25

50 21.0 21.0 12.0 10.5

60 25.0 25.0 14.25 12.25

10 9.5 9.5 5.5 4.75

20 17.5 17.5 10.0 8.75

30 25.25 25.25 14.5 12.25

40 32.75 32.75 18.75 16.0

50 40.25 40.25 23.25 19.75

60 48.0 48.0 27.5 23.25

10 NP 14.0 8.25 6.75

20 NP 26.0 15.0 12.75

30 NP 37.5 21.5 18.25

40 NP 48.5 27.75 23.75

50 NP 59.75 34.25 29.25

60 NP 70.75 40.5 34.25

≤ 110(mph)

10 5.5 5.5 3.0 3.0

20 10.0 10.0 6.0 5.0

30 14.5 14.5 8.5 7.0

40 18.5 18.5 11.0 9.0

50 23.0 23.0 13.0 11.5

60 27.5 27.5 15.5 13.5

10 10.5 10.5 6.0 5.0

20 19.0 19.0 11.0 9.5

30 27.5 27.5 16.0 13.5

40 36.0 36.0 20.5 17.5

50 44.0 44.0 25.5 21.5

60 52.5 52.5 30.0 25.5

10 NP 15.5 9.0 7.5

20 NP 28.5 16.5 14.0

30 NP 41.0 23.5 20.0

40 NP 53.0 30.5 26.0

50 NP 65.5 37.5 32.0

60 NP 77.5 44.5 37.5

(continued)




WALL CONSTRUCTION


(as a function of braced wall line spacing)For SI: 1 foot = 304.8 mm, 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 pound force = 4.448 N.a. Tabulated bracing lengths are based on Wind Exposure Category B, a 30-ft mean roof height, a 10-ft eave to ridge height, a 10-ft wall height, and two braced wall

lines sharing load in a given plan direction on a given story level. Methods of bracing shall be as described in Sections R602.10.2, R602.10.4 and R602.10.5. Inter-polation shall be permitted.

b. For other mean roof heights and exposure categories, the required bracing length shall be multiplied by the appropriate factor from the following table:

c. For other roof-to-eave ridge heights, the required bracing length shall be multiplied by the appropriate factor from the following table: interpolation shall be per-mitted.

d. For a maximum 9-foot wall height, multiplying the table values by 0.95 shall be permitted . For a maximum 8-foot wall height, multiplying, the table values by 0.90shall be permitted. For a maximum 12-foot wall height, the table values shall be multiplied by 1.1.

e. For three or more braced wall lines in a given plan direction, the required bracing length on each braced wall line shall be multiplied by the appropriate factor fromthe following table:

NUMBER OF STORIES

EXPOSURE/HEIGHT FACTORS

Exposure B Exposure C Exposure D

1 1.0 1.2 1.5

2 1.0 1.3 1.6

3 1.0 1.4 1.7

SUPPORT CONDITION

ROOF EAVE-TO-RIDGE HEIGHT

5 ft or less 10 ft 15 ft 20 ft

Roof only 0.7 1.0 1.3 1.6

Roof + floor 0.85 1.0 1.15 1.3

Roof + 2 floors 0.9 1.0 1.1 NP

NUMBER OF BRACED WALL LINES ADJUSTMENT FACTOR

3 1.30

4 1.45

≥ 5 1.60

f. Bracing lengths are based on the application of gypsum board finish (or equivalent) applied to the inside face of a braced wall panel. When gypsum board finish (orequivalent) is not applied to the inside face of braced wall panels, the tabulated lengths shall be multiplied by the appropriate factor from the following table:

BRACING METHOD ADJUSTMENT FACTOR

Method LIB 1.8

Methods DWB, WSP, SFB, PBS, PCP, HPS 1.4

g. Bracing lengths for Method GB are based on the application of gypsum board on both faces of a braced wall panel. When Method GB is provided on only one sideof the wall, the required bracing amounts shall be doubled. When Method GB braced wall panels installed in accordance with Section R602.10.2 are fastened at 4inches on center at panel edges, including top and bottom plates, and are blocked at all horizontal joints, multiplying the required bracing percentage for wind load-ing by 0.7 shall be permitted.

h. Method LIB bracing shall have gypsum board attached to at least one side according to the Section R602.10.2 Method GB requirements.i. Required bracing length for Methods DWB, WSP, SFB, PBS, PCP and HPS in braced wall lines located in one-story buildings and in the top story of two or three

story buildings shall be permitted to be multiplied by 0.80 when an approved hold-down device with a minimum uplift design value of 800 pounds is fastened to theend studs of each braced wall panel in the braced wall line and to the foundation or framing below.




WALL CONSTRUCTION

TABLE R602.10.1.2(2)a, b, c

BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY(AS A FUNCTION OF BRACED WALL LINE LENGTH)

SOIL CLASS Da

WALL HEIGHT = 10 FT10 PSF FLOOR DEAD LOAD

15 PSF ROOF/CEILING DEAD LOADBRACED WALL LINE SPACING 25 FT

MINIMUM TOTAL LENGTH (feet) OF BRACED WALL PANELS REQUIREDALONG EACH BRACED WALL LINE

Seismic DesignCategory

(SDC) Story LocationBraced WallLine Length Method LIB

MethodsDWB, SFB, GB,PBS, PCP, HPS Method WSP

ContinuousSheathing

SDC A and Band Detached Dwellings in C

Exempt from Seismic RequirementsUse Table R602.10.1.2(1) for Bracing Requirements

SDC C

10 2.5 2.5 1.6 1.4

20 5.0 5.0 3.2 2.7

30 7.5 7.5 4.8 4.1

40 10.0 10.0 6.4 5.4

50 12.5 12.5 8.0 6.8

10 NP 4.5 3.0 2.6

20 NP 9.0 6.0 5.1

30 NP 13.5 9.0 7.7

40 NP 18.0 12.0 10.2

50 NP 22.5 15.0 12.8

10 NP 6.0 4.5 3.8

20 NP 12.0 9.0 7.7

30 NP 18.0 13.5 11.5

40 NP 24.0 18.0 15.3

50 NP 30.0 22.5 19.1

SDC D1

10 NP 3.0 2.0 1.7

20 NP 6.0 4.0 3.4

30 NP 9.0 6.0 5.1

40 NP 12.0 8.0 6.8

50 NP 15.0 10.0 8.5

10 NP 6.0 4.5 3.8

20 NP 12.0 9.0 7.7

30 NP 18.0 13.5 11.5

40 NP 24.0 18.0 15.3

50 NP 30.0 22.5 19.1

10 NP 8.5 6.0 5.1

20 NP 17.0 12.0 10.2

30 NP 25.5 18.0 15.3

40 NP 34.0 24.0 20.4

50 NP 42.5 30.0 25.5

(continued)




WALL CONSTRUCTION

TABLE R602.10.1.2(2)a, b, c—continuedBRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY

(AS A FUNCTION OF BRACED WALL LINE LENGTH)

SOIL CLASS Da

WALL HEIGHT = 10 FT10 PSF FLOOR DEAD LOAD

15 PSF ROOF/CEILING DEAD LOADBRACED WALL LINE SPACING 25 FT

MINIMUM TOTAL LENGTH (feet) OF BRACED WALL PANELS REQUIREDALONG EACH BRACED WALL LINE

Seismic DesignCategory

(SDC) Story LocationBraced WallLine Length Method LIB

METHODS DWB,SFB, GB, PBS, PCP,

HPS Method WSPContinuousSheathing

SDC D2

10 NP 4.0 2.5 2.1

20 NP 8.0 5.0 4.3

30 NP 12.0 7.5 6.4

40 NP 16.0 10.0 8.5

50 NP 20.0 12.5 10.6

10 NP 7.5 5.5 4.7

20 NP 15.0 11.0 9.4

30 NP 22.5 16.5 14.0

40 NP 30.0 22.0 18.7

50 NP 37.5 27.5 23.4

10 NP NP NP NP

20 NP NP NP NP

30 NP NP NP NP

40 NP NP NP NP

50 NP NP NP NP

For SI: 1 foot = 304.8 mm, 1 pound per square foot = 47.89 Pa.a. Wall bracing lengths are based on a soil site class “D.” Interpolation of bracing length between the Sds values associated with the seismic design categories shall be

permitted when a site-specific Sds value is determined in accordance with Section 1613.5 of the Building Code.b. Foundation cripple wall panels shall be braced in accordance with Section R602.10.9.c. Methods of bracing shall be as described in Sections R602.10.2, R602.10.4 and R602.10.5.

TABLE R602.10.1.2(3)ADJUSTMENT FACTORS TO THE LENGTH OF REQUIRED SEISMIC WALL BRACINGa

ADJUSTMENT BASED ON:MULTIPLY LENGTH OF

BRACING PER WALL LINE BY: APPLIES TO:

Story heightb (Section R301.3)≤10 ft 1.0

All bracing methods -Sections R602.10.2,

R602.10.4 and R602.10.5

> 10 ≤ 12 ft 1.2

Braced wall line spacing townhouses in SDC A-Cb,c≤ 35 ft 1.0

> 35 ≤ 50 ft 1.43

Wall dead load> 8 ≤ 15 psf 1.0

≤ 8 psf 0.85

Roof/ceiling dead loadfor wall supportingb

roof only or roof plusone story ≤ 15 psf 1.0

roof only < 15 psf ≤ 25 psf 1.1

roof plus one story < 15 psf ≤ 25 psf 1.2

Walls with stone or masonry veneer in SDC C-D2 See Section R703.7

Cripple walls See Section R602.10.9

For SI: 1 foot = 304.8 mm, 1 pound per square foot = 47.89 Pa.a. The total length of bracing required for a given wall line is the product of all applicable adjustment factors.b. Linear interpolation shall be permitted.c. Braced wall line spacing and adjustment to bracing length in SDC D1, and D2 shall comply with Section R602.10.1.5.



R602.10.2 Intermittent braced wall panel constructionmethods. The construction of intermittent braced wall pan-els shall be in accordance with one of the methods listed inTable R602.10.2.

R602.10.2.1 Intermittent braced wall panel interiorfinish material. Intermittent braced wall panels shallhave gypsum wall board installed on the side of the wallopposite the bracing material. Gypsum wall board shallbe not less than 1/2 inch (12.7 mm) in thickness and befastened in accordance with Table R702.3.5 for interiorgypsum wall board.

Exceptions:

1. Wall panels that are braced in accordance withMethods GB, ABW, PFG and PFH.

2. When an approved interior finish material withan in-plane shear resistance equivalent to gyp-sum board is installed.

3. For Methods DWB, WSP, SFB, PBS, PCP andHPS, omitting gypsum wall board is permittedprovided the length of bracing in TablesR602.10.1.2(1) and R602.10.1.2(2) is multi-plied by a factor of 1.5.

R602.10.2.2 Adhesive attachment of sheathing inSeismic Design Categories C, D1 and D2. Adhesiveattachment of wall sheathing shall not be permitted inSeismic Design Categories C, D1 and D2.

R602.10.3 Minimum length of braced panels. For Meth-ods DWB, WSP, SFB, PBS, PCP and HPS, each braced wallpanel shall be at least 48 inches (1219 mm) in length, cover-ing a minimum of three stud spaces where studs are spaced

16 inches (406 mm) on center and covering a minimum oftwo stud spaces where studs are spaced 24 inches (610 mm)on center. For Method GB, each braced wall panel and shallbe at least 96 inches (2438 mm) in length where applied toone face of a braced wall panel and at least 48 inches (1219mm) where applied to both faces. For Methods DWB, WSP,SFB, PBS, PCP and HPS, for purposes of computing thelength of panel bracing required in Tables R602.10.1.2(1)and R602.10.1.2(2), the effective length of the braced wallpanel shall be equal to the actual length of the panel. WhenMethod GB panels are applied to only one face of a bracedwall panel, bracing lengths required in TablesR602.10.1.2(1) and R602.10.1.2(2) for Method GB shall bedoubled.

Exceptions:

1. Lengths of braced wall panels for continuoussheathing methods shall be in accordance withTable R602.10.4.2.

2. Lengths of Method ABW panels shall be in accor-dance with Sections R602.10.3.2.

3. Length of Methods PFH and PFG panels shall bein accordance with Section R602.10.3.3 andR602.10.3.4 respectively.

4. For Methods DWB, WSP, SFB, PBS, PCP andHPS in Seismic Design Categories A, B, and C:Panels between 36 inches (914 mm)and 48 inches(1219 mm) in length shall be permitted to counttowards the required length of bracing in TablesR602.10.1.2(1) and R602.10.1.2(2), and the effec-tive contribution shall comply with TableR602.10.3.


WALL CONSTRUCTION

LE

NG

TH

OF

BR

AC

ED

WA

LL

LIN

E2

WH

EN

CA

LC

UL

AT

ING

TH

EA

MO

UN

TO

FB

RA

CIN

GBRACED WALL LINE 1;

USE THIS LENGTH WHEN CALCULATINGTHE AMOUNT OF BRACING

8 MAX.′

POINT A

BR

AC

ED

WA

LL

LIN

E2

For SI: 1 foot = 304.8 mm.

FIGURE R602.10.1.3ANGLED CORNERS




WALL CONSTRUCTION

BRACED WALLLINE SPACING

C

B

BRACEDWALLLINE A

BRACEDWALLPANEL

BRACEDWALLLINE A

≤ ′25

NOTE: WALL FRAMING NOT SHOWNFOR CLARITY


FIGURE R602.10.1.4(1)BRACED WALL PANELS AND BRACED WALL LINES

Braced wall panel shall be permitted to be located away from the end of a braced wall line , provided the tot al end distance from each end to the

nearest braced wall panel does not exceed 12 .5'. If braced wall panel is located at t he end of the braced wall line , then end dist ance is 0 '.

End of braced wall line

EndDistance 1

EndDistance 2

Extent of braced wall line

Braced wall panel


End Distance 1

+ End Distance 2

= Maximum of 12.5'


EndDistance 1

EndDistance 2

Braced wall panel

End Distance 1

+ End Distance 2

= Maximum of 12.5′

Extent of braced wall line

Braced wall panel shall be permitted to be located away from the end of a braced wall line, provided the total end distance from each end to thenearest braced wall panel does not exceed 12.5 . If braced wall panel is located at the end of the braced wall line, then end distance is 0 .′ ′



FIGURE R602.10.1.4(2)BRACED WALL PANEL END DISTANCE REQUIREMENTS (SDC A, B AND C)




WALL CONSTRUCTION

4-FOOT OFFSET

OFFSETS IN DISCONTINUOUS BRACED LINE

BRACED WALL LINE

4′

4′

4′

8′4′

BRACED WALLLINE

8-FOOT TOTAL OUT-TO-OUT OFFSET(4 FEET EACH WAY) IN BRACED WALL LINE

BRACED WALL LINE


FIGURE R602.10.1.4(3)OFFSETS PERMITTED FOR BRACED WALL LINES

OFFSET 4

EACH DIRECTION8 MAX. OFFSET

≤ ′

′

BRACED WALL LINE SPACINGFOR BWL A.

BRACED WALL LINE SPACINGFOR BWL C.

DESIGNATEDLOCATION OFBRACED WALL

LINE AT BUILDINGINTERIOR

DESIGNATEDLOCATION OFBRACED WALL

LINE AT BUILDINGEXTERIOR

NOTE: BRACED WALL SPACING FOR BWL B IS THE GREATER OF THE DISTANCE FROM BWL A TO BWL B OR FROMBWL B TO BWL C.

BWL A BWL B BWL C


FIGURE R602.10.1.4(4)BRACED WALL LINE SPACING



R602.10.3.1 Adjustment of length of braced pan-els. When story height (H), measured in feet, exceeds10 feet (3048 mm), in accordance with SectionR301.3, the minimum length of braced wall panelsspecified in Section R602.10.3 shall be increased bya factor H/10. See Table R602.10.3.1. Interpolation ispermitted.

R602.10.3.2 Method ABW: Alternate braced wallpanels. Method ABW braced wall panels constructedin accordance with one of the following provisionsshall be permitted to replace each 4 feet (1219 mm) ofbraced wall panel as required by Section R602.10.3.The maximum height and minimum length andhold-down force of each panel shall be in accordancewith Table R602.10.3.2:

1. In one-story buildings, each panel shall beins t a l l ed in accordance wi th F igureR602.10.3.2. The hold-down device shall beinstalled in accordance with the manufacturer’srecommendations. The panels shall be sup-ported directly on a foundation or on floor fram-ing supported directly on a foundation which iscontinuous across the entire length of the bracedwall line.

2. In the first story of two-story buildings, eachbraced wall panel shall be in accordance withItem 1 above, except that the wood structuralpanel sheathing edge nailing spacing shall notexceed 4 inches (102 mm) on center.


WALL CONSTRUCTION

METHOD 3BRACING ONLY

METHOD 3BRACING ONLY

UP TO 8′ UP TO 8′

24″24″

THIS 24 -WIDE SEGMENT DOES

NOT COUNT AS BRACING UNLESSCONTINUOUSLY SHEATHED, PERR602.10.4

″1800 LBF TIE-DOWN DEVICE

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4,448 N.

FIGURE R602.10.1.4.1BRACED WALL PANELS AT ENDS OF BRACED WALL LINES IN SEISMIC DESIGN CATEGORIES D1 AND D2

TABLE R602.10.1.5ADJUSTMENTS OF BRACING LENGTH FOR BRACED WALL LINE SPACING GREATER THAN 25 FEETa,b

BRACED WALL LINE SPACING(feet)

MULTIPLY BRACING LENGTHIN TABLE R602.10.1.2(2) BY:

253035

1.01.21.4

For SI: 1 foot = 304.8 mm.a. Linear interpolation is permitted.b. When a braced wall line has a parallel braced wall line on both sides, the larger adjustment factor shall be used.




WALL CONSTRUCTION

TABLE R602.10.2INTERMITTENT BRACING METHODS

METHOD MATERIAL MINIMUM THICKNESS FIGURE CONNECTION CRITERIA

LIB Let-in-bracing1 × 4 wood or approved metalstraps at 45° to 60° angles formaximum 16″ stud spacing

Wood: 2-8d nails per studincluding top and bottom plate

metal: per manufacturer

DWB Diagonal wood boards3/4″ (1″ nominal)

for maximum 24″ stud spacing2-8d (21/2″ × 0.113″) nailsor 2 staples, 13/4″ per stud

WSP Wood structural panel(see Section R604)

3/8″For exterior sheathingsee Table R602.3(3)

For interior sheathingsee Table R602.3(1)

SFB Structuralfiberboard sheathing

1/2″ or 25/32″ for maximum 16″stud spacing

11/2″ galvanized roofing nails or8d common (21/2″ × 0.131) nailsat 3″ spacing (panel edges) at 6″spacing (intermediate supports)

GB Gypsum board 1/2″

Nails or screws at 7″ spacing atpanel edges including top and

bottom plates; for all braced wallpanel locations for exterior

sheathing nail or screw size, seeTable R602.3(1); for interior

gypsum board nail or screw size,see Table R702.3.5

PBS Particleboard sheathing(see Section R605)

3/8″ or 1/2″ for maximum 16″stud spacing

11/2″ galvanized roofing nails or8d common (21/2″ × 0.131) nailsat 3″ spacing (panel edges) at 6spacing (intermediate supports)

PCP Portland cementplaster

See Section R703.6For maximum 16″ stud spacing

11/2″, 11 gage, 7/16″ head nails at6″ spacing or

7/8″, 16 gage staples at 6″spacing

HPS Hardboard panelsiding

7/16″

For maximum 16″ stud spacing

0.092″ dia., 0.225″ head nailswith length to accommodate

11/2″ penetration into studs at 4″spacing (panel edges), at 8″

spacing (intermediate supports)

ABW Alternate bracedwall See Section R602.10.3.2 See Section R602.10.3.2

PFH Intermittent portalframe See Section R602.10.3.3 See Section R602.10.3.3

PFG Intermittent portal frameat garage See Section R602.10.3.4 See Section R602.10.3.4



R602.10.3.3 Method PFH: Portal frame with hold-downs. Method PFH braced wall panels constructed inaccordance with one of the following provisions are alsopermitted to replace each 4 feet (1219 mm) of braced wallpanel as required by Section R602.10.3 for use adjacent toa window or door opening with a full-length header:

1. Each panel shall be fabricated in accordance withFigure R602.10.3.3. The wood structural panelsheathing shall extend up over the solid sawn orglued-laminated header and shall be nailed in accor-dance with Figure R602.10.3.3. A spacer, if usedwith a built-up header, shall be placed on the side ofthe built-up beam opposite the wood structural panelsheathing. The header shall extend between theinside faces of the first full-length outer studs of eachpanel. One anchor bolt not less than 5/8-inch-diameter(16 mm) and installed in accordance with SectionR403.1.6 shall be provided in the center of each sillplate. The hold-down devices shall be an embed-ded-strap type, installed in accordance with the man-ufacturer’s recommendations. The panels shall be

supported directly on a foundation which is continu-ous across the entire length of the braced wall line.The foundation shall be reinforced as shown on Fig-ure R602.10.3.2. This reinforcement shall be lappednot less than 15 inches (381 mm) with the reinforce-ment required in the continuous foundation locateddirectly under the braced wall line.

2. In the first story of two-story buildings, each wallpanel shall be braced in accordance with item 1above, except that each panel shall have a length ofnot less than 24 inches (610 mm) as shown in Fig-ure R602.10.3.3.

3. When the brace wall panels indicated in Items 1and 2 above are located in the middle of a wall lineor at a corner not adjacent to a door the wall lengthsshall not be less than 16 inches (406 mm) and aheight not more than 10 feet (3048 mm). The wallsshall have tie-down devices with 4,200 poundsuplift capacity located at the extreme ends of thepanels as shown in Figure R602.10.6.3.3(1).


WALL CONSTRUCTION

TABLE R602.10.3EFFECTIVE LENGTHS FOR BRACED WALL PANELS LESS THAN 48 INCHES IN ACTUAL LENGTH

(BRACE METHODS DWB, WSP, SFB, PBS, PCP AND HPSa)

ACTUAL LENGTH OF BRACED WALL PANEL(inches)

EFFECTIVE LENGTH OF BRACED WALL PANEL(inches)

8-foot Wall Height 9-foot Wall Height 10-foot Wall Height

484236

483627

4836

N/A

48N/AN/A

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.a. Interpolation shall be permitted.

TABLE R602.10.3.1MINIMUM LENGTH REQUIREMENTS FOR BRACED WALL PANELS

SEISMIC DESIGNCATEGORY AND

WIND SPEEDBRACINGMETHOD

HEIGHT OF BRACED WALL PANEL

8 ft 9 ft 10 ft 11 ft 12 ft

SDC A, B, C, D1 and D2Wind speed < 110 mph

DWB, WSP, SFB, PBS, PCP, HPS andMethod GB when double sided 4′ - 0″ 4′ - 0″ 4′ - 0″ 4′ - 5″ 4′ - 10″

Method GB, single sided 8′ - 0″ 8′ - 0″ 8′ - 0″ 8′ - 10″ 9′ - 8″For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

TABLE R602.10.3.2MINIMUM LENGTH REQUIREMENTS AND HOLD-DOWN FORCES FOR METHOD ABW BRACED WALL PANELS

SEISMIC DESIGNCATEGORY AND WIND

SPEED

HEIGHT OF BRACED WALL PANEL

8 ft 9 ft 10 ft 11 ft 12 ft

SDC A, B and CWind speed < 110 mph

Minimum sheathed length 2′ - 4″ 2′ - 8″ 2′ - 10″ 3′ - 2″ 3′ - 6″

R602.10.3.2, item 1 hold-down force (lb) 1800 1800 1800 2000 2200

R602.10.3.2, item 2 hold-down force (lb) 3000 3000 3000 3300 3600

SDC D1 and D2Wind speed < 110 mph

Minimum sheathed length 2′ - 8″ 2′ - 8″ 2′ - 10″ NPa NPa

R602.10.3.2, item 1 hold-down force (lb) 1800 1800 1800 NPa NPa

R602.10.3.2, item 2 hold-down force (lb) 3000 3000 3000 NPa NPa

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 pound = 4.448 N.a. NP = Not Permitted. Maximum height of 10 feet.




WALL CONSTRUCTION

PANEL LENGTH PER TABLE R602.10.3.2

FOR PANEL SPLICE (IF NEEDED)ADJOINING PANEL EDGES SHALLMEET OVER AND BE FASTENED TOCOMMON FRAMING

8D COMMON OR GALV. BOXNAILS @ 6 O.C. AT PANEL EDGES.

FOR SINGLE STORY AND AT 4 O.C.

PANEL EDGES FOR THE FIRST OF 2STORIES.

″″

8D COMMON OR GALV. BOXNAILS @ 12 O.C. AT

INTERIOR SUPPORTS

″

(2) ½ DIAMETER ANCHOR BOLTS

PER FIGURE R403.1.1, LOCATEDBETWEEN 6 AND 12 INCHES OFEACH END OF THE SEGMENT

″

MINIMUM REINFORCING OFFOUNDATION, ONE #4 BAR TOP ANDBOTTOM OF FOOTING. REINFORCINGSHALL BE LAPPED 15 INCHES

MINIMUM FOOTING SIZE UNDEROPENING IS 12 x12 . A TURNED-DOWN

SLAB SHALL BE PERMITTED AT DOOROPENINGS. REINFORCING SHALLBE AS SHOWN ABOVE.

″ ″

HOLD-DOWN OR STRAP-TYPEANCHOR PER TABLER602.10.3.2. (BOTH SHOWN FORCLARITY.) STRAP-STYLEANCHORS SHALL BE PERMITTEDTO BE ATTACHED OVER THEWOOD STRUCTURAL PANEL

STUDS UNDER HEADER ASREQUIRED

MINIMUM 2 x 4FRAMING, MINIMUMDOUBLE STUDSREQUIRED

MON. / THICK WOOD STRUCTURAL

PANEL SHEATHING ON ONE FACE

38″

BR

AC

ED

WA

LL

HE

IGH

T

FIGURE R602.10.3.2ALTERNATE BRACED WALL PANEL


EXTENT OF HEADERDOUBLE PORTAL FRAME (TWO BRACED WALL PANELS)

EXTENT OF HEADERSINGLE PORTAL FRAME (ONE BRACED WALL PANEL)

MIN. 3 x 11.25 NET HEADER″ ″

6 TO 18′ ′

1000 LBSTRAP

TYPICAL PORTALFRAME

CONSTRUCTION

MIN. 1000 LBTIE DOWNDEVICE

FOR A PANEL SPLICE(IF NEEDED), PANEL

EDGES SHALL BEBLOCKED, AND OCCUR

WITHIN 24² OF MID-HEIGHT. ONE ROW OF

TYP. SHEATHING-TO-FRAMING NAILING IS

REQUIRED.IF 2x4 BLOCKING IS

USED, THE 2x4’S MUSTBE NAILED TOGETHER

WITH 3 16D SINKERS

FASTEN TOP PLATE TO HEADER WITH TWO

ROWS OF 16D SINKER NAILS AT 3 O.C. TYP.″

1000 LB STRAP OPPOSITE SHEATHING

FASTEN SHEATHING TO HEADER WITH 8D COMMON OR

GALVANIZED BOX NAILS IN 3 GRID PATTERN AS SHOWN AND

3 O.C. IN ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP.

″″

SEE NOTE “a” BELOW

MIN. 2x4 FRAMING

3/8 MIN. THICKNESS WOOD

STRUCTURAL PANEL SHEATHING

″

SEE NOTE “b” BELOW

SEE SECTION R602.10.3.3

MIN.DOUBLE

2x4 POST

MAX.HEIGHT

10′

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N.a. Min. width – 20 inches for a one-story structure with 10-foot plate height, 18 inches for a one-story structure with 9-foot plate height and 16 inches for a one-story

structure with 8-foot plate height. Min. width – 30 inches for use in the first story of a two-story structure with a 10-foot plate height, 26 inches for use in the firststory of a two-story structure with a 9-foot plate height and 24 inches for use in the first story of a two-story structure with a 8-foot plate height.

b. Min. 3500 lb tie-down device (embedded into concrete and nailed into framing).

FIGURE R602.10.3.3METHOD PFH: PORTAL FRAME WITH HOLD-DOWNS




WALL CONSTRUCTION

FIGURE R602.10.3.3(1)METHOD PFH: PORTAL FRAME WITH HOLD-DOWNS ADJACENT TO WINDOW OPENING



R602.10.3.4 Method PFG: at garage door openings inSeismic Design Categories A, B and C. Where support-ing a roof or one story and a roof, alternate braced wallpanels constructed in accordance with the following pro-visions are permitted on either side of garage door open-ings. For the purpose of calculating wall bracingamounts to satisfy the minimum requirements of TableR602.10.1.2(1), the length of the alternate braced wallpanel shall be multiplied by a factor of 1.5.

1. Braced wall panel length shall be a minimum of 24inches (610 mm) and braced wall panel heightshall be a maximum of 10 feet (3048 mm).

2. Braced wall panel shall be sheathed on one face witha single layer of 7/16-inch-minimum (11 mm) thick-ness wood structural panel sheathing attached toframing with 8d common nails at 3 inches (76 mm)on center in accordance with Figure R602.10.3.4.

3. The wood structural panel sheathing shall extend upover the solid sawn or glued-laminated header andshall be nailed to the header at 3 inches (76 mm) oncenter grid in accordance with Figure R602.10.3.4.

4. The header shall consist of a minimum of two solidsawn 2×12s (51 by 305 mm) or a 3 inches × 11.25inch (76 by 286 mm) glued-laminated header. Theheader shall extend between the inside faces of thefirst full-length outer studs of each panel in accor-

dance with Figure R602.10.3.4. The clear span ofthe header between the inner studs of each panelshall be not less than 6 feet (1829 mm) and notmore than 18 feet (5486 mm) in length.

5. A strap with an uplift capacity of not less than1,000 pounds (4448 N) shall fasten the header tothe side of the inner studs opposite the sheathingface. Where building is located in Wind ExposureCategories C or D, the strap uplift capacity shall bein accordance with Table R602.10.4.1.1.

6. A minimum of two bolts not less than 1/2-inch (12.7mm) diameter shall be installed in accordance withSection R403.1.6. A 3/16-inch by 21/2-inch (4.8 by 63by 63 mm) by 21/2-inch steel plate washer is installedbetween the bottom plate and the nut of each bolt.

7. Braced wall panel shall be installed directly on afoundation.

8. Where an alternate braced wall panel is locatedonly on one side of the garage opening, the headershall be connected to a supporting jack stud on theopposite side of the garage opening with a metalstrap with an uplift capacity of not less than 1,000pounds. Where that supporting jack stud is not partof a braced wall panel assembly, another 1,000pounds (4448 N) strap shall be installed to attachthe supporting jack stud to the foundation.


WALL CONSTRUCTION

EXTENT OF HEADER (TWO BRACED WALL SEGMENTS)

EXTENT OF HEADER (ONE BRACED WALL SEGMENT)

TOP PLATE CONTINUITY ISREQUIRED PER SECTION R602.3.2

SIDEELEVATION

16D SINKERNAILS IN 2 ROWS@ 3² O.C.

1000 LB HEADER-T0-JACK-STUD STRAPON BOTH SIDESOF OPENING

716/ ² MIN.

THICKNESS WOODSTRUCTURAL PANELSHEATHING

MIN. 3 x 11.25 NET HEADER

HEADER SHALL OCCUR AT TOP OF WALL

″ ″

2 TO 18 (FINISHED WIDTH)′ ′FASTEN SHEATHING TO HEADER WITH 8D COMMONNAILS IN 3² GRID PATTERN AS SHOWN AND 3² O.C. INFRAMING AS SHOWN (STUDS AND SILLS) TYP.

MINIMUM 1000 LB HEADER-TO-JACK STUD STRAP ONBOTH SIDES OF OPENING PER TABLE R602.10.4.1.1(INSTALL ON BACKSIDE AS SHOWN ON SIDE ELEVATION)

FOR A PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL BEBLOCKED AND OCCUR WITHIN 24 OF MID HEIGHT. ONE

ROW OF TYP. SHEATHING-TO-FRAMING IS REQUIRED IN EACHPANEL.

″

WOOD STRUCTURAL PANEL STRENGTH AXIS

MIN. (2) 2x4 TYP.

MIN. LENGTH BASED ON 4:1 HEIGHT-TO-LENGTH RATIO:FOR EXAMPLE: 24 MIN. FOR 8 HEIGHT″ ′

MIN. 2.5 x / PLATE WASHER″ ″316

ANCHOR BOLT PER R403.1.6 TYP.

HEADER SHALL BE FASTENED TO THE KING STUD WIT6-16D SINKER NAILS

MAX.HEIGHT

10′

NO. OFJACK STUDSPER TABLER502.5(1&2)

BRACEDWALL

SEGMENTPER

R602.10.4

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N.

FIGURE R602.10.3.4METHOD PFG PORTAL FRAME AT GARAGE DOOR OPENINGS IN SEISMIC DESIGN CATEGORIES A, B AND C



R602.10.4 Continuous sheathing. Braced wall lines withcontinuous sheathing shall be constructed in accordancewith this section. All braced wall lines along exterior wallson the same story shall be continuously sheathed.

Exception: Within Seismic Design Categories A, Band C or in regions where the basic wind speed is lessthan or equal to 100 mph (45 m/s), other bracing meth-ods prescribed by this code shall be permitted on otherbraced wall lines on the same story level or on anybraced wall line on different story levels of the build-ing.

R602.10.4.1 Continuous sheathing braced wall pan-els. Continuous sheathing methods require structuralpanel sheathing to be used on all sheathable surfaces onone side of a braced wall line including areas above andbelow openings and gable end walls. Braced wall panelsshall be constructed in accordance with one of the meth-ods listed in Table R602.10.4.1. Different bracing meth-ods, other than those listed in Table R602.10.4.1, shallnot be permitted along a braced wall line with continu-ous sheathing.

R602.10.4.1.1 Continuous portal frame. Continu-ous portal frame braced wall panels shall be con-structed in accordance with Figure R602.10.4.1.1.The number of continuous portal frame panels in asingle braced wall line shall not exceed four. Forpurposes of resisting wind pressures acting perpen-

dicular to the wall, the requirements of FigureR602.10.4.1.1 and Table R602.10.4.1.1 shall be met.There shall be a maximum of two braced wall seg-ments per header and header length shall not exceed22 feet (6706 mm). Tension straps shall be installedin accordance with the manufacturer’s recommenda-tions.

R602.10.4.2 Length of braced wall panels with con-tinuous sheathing. Braced wall panels along a bracedwall line with continuous sheathing shall be full-heightwith a length based on the adjacent clear opening heightin accordance with Table R602.10.4.2 and FigureR602.10.4.2. Within a braced wall line when a panel hasan opening on either side of differing heights, the talleropening height shall be used to determine the panellength from Table R602.10.4.2. For Method CS-PF, wallheight shall be measured from the top of the header to thebottom of the bottom plate as shown in FigureR602.10.4.1.1.

R602.10.4.3 Length of bracing for continuous sheath-ing. Braced wall lines with continuous sheathing shall beprovided with braced wall panels in the length requiredin Tables R602.10.1.2(1) and R602.10.1.2(2). Onlythose full-height braced wall panels complying with thelength requirements of Table R602.10.4.2 shall be per-mitted to contribute to the minimum required length ofbracing.


WALL CONSTRUCTION

TABLE R602.10.4.1CONTINUOUS SHEATHING METHODS

METHOD MATERIALMINIMUM

THICKNESS FIGURE CONNECTION CRITERIA

CS-WSP Wood structural panel 3/8″

6d common (2″ × 0.113″) nails at 6″spacing (panel edges) and at 12″

spacing (intermediate supports) or 16ga. × 13/4 staples at 3″ spacing (paneledges) and 6″ spacing (intermediate

supports)

CS-GWood structural panel adjacent togarage openings and supporting

roof load onlya,b

3/8″ See Method CS-WSP

CS-PF Continuous portal frame See SectionR602.10.4.1.1

See SectionR602.10.4.1.1

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 47.89 Pa.a. Applies to one wall of a garage only.b. Roof covering dead loads shall be 3 psf or less.




WALL CONSTRUCTION

MIN. 1000 LBTENSION STRAP .STRAP SHALL BECENTERED ATBOTTOM OFHEADER.

1

SHEATHING FILLERIF NEEDED

16D SINKERNAILS IN 2 ROWS@ 3” O.C.

WOOD STRUCTURALPANEL MUST BECONTINUOUS FROMTOP OF WALL TOBOTTOM OF WALL,OR FROM TOP OFWALL TO PERMITTEDSPLICE AREA

716/ ” MIN.

THICKNESS WOODSTRUCTURAL PANELSHEATHING

NAIL SOLEPLATE TO JOISTPER TABLER602.3(1)

APPROVEDBAND JOIST

NAIL SOLEPLATE TO JOISTPER TABLER602.3(1)

APPROVEDBAND JOIST

NOT TO SCALE

MIN. 3” x 11-¼” NET HEADER.� �

BRACED WALL SEGMENT PER R602.10.4

EXTENT OF HEADER (ONE BRACED WALL SEGMENT)

EXTENT OF HEADER (TWO BRACED WALL SEGMENTS)

2” TO 18” (FINISHED WIDTH)�

FASTEN SHEATHING TO HEADER WITH 8D COMMONNAILS IN 3” GRID PATTERN AS SHOWN AND 3” O.C. INFRAMING AS SHOWN (STUDS AND SILLS) TYP.

HEADER SHALL BE FASTENED TO THEKING STUD WITH 6-16D SINKER NAILS

WOOD STRUCTURAL PANEL STRENGTH AXIS

MIN.NUMBER OF STUDS SHOWN1

NO. OF JACK STUDSPER TABLE R502.5(1&2)

MIN. LENGTH BASED ON 6:1 HEIGHT-TO-LENGTH RATIO:FOR EXAMPLE: 16” MIN. FOR 8” HEIGHT.

ANCHOR BOLT PER R403.1.6 TYP.

NAIL SOLE PLATETO JOIST PERTABLE R602.3(1)

NAIL SOLE PLATETO JOIST PERTABLE R602.3(1)

WOOD STRUCTURAL PANEL SHEATHING OVER APPROVED BAND JOIST

8D COMMON NAILS3” O.C. TOP AND BOTTOMMIN.

OVERLAP

9¼”�

WOOD STRUCTURAL PANEL SHEATHING OVER APPROVED BAND JOIST

OVER RAISED WOOD FLOOR OR SECOND FLOOR – FRAMING ANCHOR OPTION

OVER CONCRETE OR MASONRY BLOCK FOUNDATION

OVER RAISED WOOD FLOOR OR SECOND FLOOR – WOOD STRUCTURAL PANEL OVERLAP OPTION

FRAMING ANCHORS

670 LB

670 LB

↑→

MIN. 2” x 2” x / ” PLATE WASHER316

1PER TABLE R602.10.4.1.1

MINIMUM 1000 LB STRAP SHALL BE CENTERED ATBOTTOM OF HEADER AND INSTALLED ON BACKSIDE

AS SHOWN ON SIDE ELEVATION1

10”MAX.

HEIGHT

�

12”MAX.

TOTALWALL

HEIGHT

�

PONYWALL

HEIGHT1

FOR A PANEL SPLICE (IF NEEDED), PANEL EDGES SHALLOCCUR OVER AND BE NAILED TO COMMON BLOCKING ANDOCCUR WITHIN MIDDLE 24” OF WALL HEIGHT. ONE ROW OF3” O.C. NAILING IS REQUIRED IN EACH PANEL EDGE.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N.

FIGURE R602.10.4.1.1METHOD CS-PF: CONTINUOUS PORTAL FRAME PANEL CONSTRUCTION




WALL CONSTRUCTION

TABLE R602.10.4.1.1TENSION STRAP CAPACITY REQUIRED FOR RESISTING WIND PRESSURES

PERPENDICULAR TO 6:1 ASPECT RATIO WALLSa,b

MINIMUM WALLSTUD FRAMINGNOMINAL SIZE

AND GRADE

MAXIMUMPONY WALLHEIGHT (feet)

MAXIMUMTOTAL WALL

HEIGHT(feet)

MAXIMUMOPENING

WIDTH(feet)

BASIC WIND SPEED (mph)

85 90 100 85 90 100

Exposure B Exposure C

Tension strap capacity required (lbf)a,b

2 × 4No. 2 Grade

0 10 18 1000 1000 1000 1000 1000 1000

1 10

9 1000 1000 1000 1000 1000 1275

16 1000 1000 1750 1800 2325 3500

18 1000 1200 2100 2175 2725 DR

2 10

9 1000 1000 1025 1075 1550 2500

16 1525 2025 3125 3200 3900 DR

18 1875 2400 3575 3700 DR DR

2 12

9 1000 1200 2075 2125 2750 4000

16 2600 3200 DR DR DR DR

18 3175 3850 DR DR DR DR

4 129 1775 2350 3500 3550 DR DR

16 4175 DR DR DR DR DR

2 × 6Stud Grade

2 12

9 1000 1000 1325 1375 1750 2550

16 1650 2050 2925 3000 3550 DR

18 2025 2450 3425 3500 4100 DR

4 12

9 1125 1500 2225 2275 2775 3800

16 2650 3150 DR DR DR DR

18 3125 3675 DR DR DR DR

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N.a. DR = design required.b. Strap shall be installed in accordance with manufacturer’s recommendations.

WA

LL

HE

IGH

T

PANELLENGTH

PANELLENGTH

PANELLENGTH

CL

EA

RO

PE

NIN

GH

EIG

HT

CL

EA

RO

PE

NIN

GH

EIG

HT

CL

EA

RO

PE

NIN

GH

EIG

HT

FIGURE R602.10.4.2BRACED WALL PANELS WITH CONTINUOUS SHEATHING




WALL CONSTRUCTION

TABLE R602.10.4.2LENGTH REQUIREMENTS FOR BRACED WALL PANELS WITH CONTINUOUS SHEATHINGa (inches)

METHOD

ADJACENT CLEAROPENING HEIGHT

(inches)

WALL HEIGHT (feet)

8 9 10 11 12

CS-WSP

64 24 27 30 33 36

68 26 27 30 — —

72 28 27 30 — —

76 29 30 30 — —

80 31 33 30 — —

84 35 36 33 — —

88 39 39 36 — —

92 44 42 39 — —

96 48 45 42 — —

100 — 48 45 — —

104 — 51 48 — —

108 — 54 51 — —

112 — — 54 44 —

116 — — 57 — —

120 — — 60 — —

122 — — — — 48

132 — — — 66 —

144 — — — — 75

CS-G ≤ 120 24 27 30 — —

CS-PF ≤ 120 16 18 20 — —

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.a. Interpolation shall be permitted.




WALL CONSTRUCTION

R602.10.4.4 Continuously sheathed braced wall panellocation and corner construction. For all continuoussheathing methods, full-height braced wall panels com-plying with the length requirements of Table R602.10.4.2shall be located at each end of a braced wall line with con-tinuous sheathing and at least every 25 feet (7620 mm) oncenter. A minimum 24 inch (610 mm) wood structuralpanel corner return shall be provided at both ends of abraced wall line with continuous sheathing in accordancewith Figures R602.10.4.4(1) and R602.10.4.4(2). In lieuof the corner return, a hold-down device with a minimumuplift design value of 800 pounds (3560 N) shall be fas-tened to the corner stud and to the foundation or framingbelow in accordance with Figure R602.10.4.4(3).

Exception: The first braced wall panel shall be permittedto begin 12.5 feet (3810 mm) from each end of the bracedwall line in Seismic Design Categories A, B and C and 8feet (2438 mm) in Seismic Design Categories D1 and D2

provided one of the following is satisfied:

1. A minimum 24 inch (610 mm) long, full-heightwood structural panel is provided at both sidesof a corner constructed in accordance with Fig-ure R602.10.4.4(1) at the braced wall line endsin accordance with Figure R602.10.4.4(4), or

2. The braced wall panel closest to the corner shallhave a hold-down device with a minimum upliftdesign value of 800 pounds (3560 N) fastened tothe stud at the edge of the braced wall panel clos-est to the corner and to the foundation or framingbelow in accordance with Figure R602.10.4.4(5).

R602.10.5 Continuously-sheathed braced wall lineusing Method CS-SFB (structural fiberboard sheath-ing). Continuously sheathed braced wall lines using struc-tural fiberboard sheathing shall comply with this section.Different bracing methods shall not be permitted within acontinuously sheathed braced wall line. Other bracingmethods prescribed by this code shall be permitted on otherbraced wall lines on the same story level or on differentstory levels of the building.

R602.10.5.1 Continuously sheathed braced wall linerequirements. Continuously-sheathed braced wall linesshall be in accordance with Figure R602.10.4.2 and shallcomply with all of the following requirements:

1. Structural fiberboard sheathing shall be applied toall exterior sheathable surfaces of a braced wallline including areas above and below openings.

2. Only full-height or blocked braced wall panelsshall be used for calculating the braced wall lengthin accordance with Tables R602.10.1.2(1) andR602.10.1.2(2).

R602.10.5.2 Braced wall panel length. In a continu-ously-sheathed structural fiberboard braced wall line,the minimum braced wall panel length shall be in accor-dance with Table R602.10.5.2.

R602.10.5.3 Braced wall panel location and cornerconstruction. A braced wall panel shall be located ateach end of a continuously-sheathed braced wall line. A

minimum 32-inch (813 mm) structural fiberboardsheathing panel corner return shall be provided at bothends of a continuously-sheathed braced wall line inaccordance with Figure R602.10.4.4(1) In lieu of thecorner return, a hold-down device with a minimum upliftdesign value of 800 pounds (3560 N) shall be fastened tothe corner stud and to the foundation or framing below inaccordance with Figure R602.10.4.4(3).

Exception: The first braced wall panel shall be permit-ted to begin 12 feet 6 inches (3810 mm) from each endof the braced wall line in Seismic Design Categories A,B and C provided one of the following is satisfied:

1. A minimum 32-inch-long (813 mm), full-heightstructural fiberboard sheathing panel is pro-vided at both sides of a corner constructed inaccordance with Figure R602.10.4.4(1) at thebraced wall line ends in accordance with FigureR602.10.4.4(4), or

2. The braced wall panel closest to the corner shallhave a hold-down device with a minimum upliftdesign value of 800 pounds (3560 N) fastened tothe stud at the edge of the braced wall panel clos-est to the corner and to the foundation or framingbelow in accordance with Figure R602.10.4.4(5).

R602.10.5.4 Continuously sheathed braced wall lines.Where a continuously-sheathed braced wall line is usedin Seismic Design Categories D1 and D2 or regions wherethe basic wind speed exceeds 100 miles per hour (45m/s), the braced wall line shall be designed in accor-dance with accepted engineering practice and the provi-sions of the Building Code. Also, all other exteriorbraced wall lines in the same story shall be continuouslysheathed.

R602.10.6 Braced wall panel connections. Braced wallpanels shall be connected to floor framing or foundations asfollows:

1. Where joists are perpendicular to a braced wall panelabove or below, a rim joist, band joist or blockingshall be provided along the entire length of the bracedwall panel in accordance with Figure R602.10.6(1).Fastening of top and bottom wall plates to framing,rim joist, band joist and/or blocking shall be in accor-dance with Table R602.3(1).

2. Where joists are parallel to a braced wall panel aboveor below, a rim joist, end joist or other parallel fram-ing member shall be provided directly above andbelow the braced wall panel in accordance with Fig-ure R602.10.6(2). Where a parallel framing memberis not located directly above and below the panel,full-depth blocking at 16 inch (406 mm) spacing shallbe provided between the parallel framing members toeach side of the braced wall panel in accordance withFigure R602.10.6(2). Fastening of blocking and wallplates shall be in accordance with Table R602.3(1)and Figure R602.10.6(2).

3. Connections of braced wall panels to concrete ormasonry shall be in accordance with Section R403.1.6.




WALL CONSTRUCTION

ORIENTATION OF STUD MAY VARY SEE FIGURE R602.3(2)

SEE TABLE R602.3(1) FOR FASTENING

16D NAIL (3½ 0.131 )

AT 12 IN. O.C.

″ × ″

OPTIONAL NONSTRUCTURALFILLER PANEL

SEE TABLE R602.3(1)FOR FASTENING

16D NAIL (3½ 0.131 )

AT 12 IN O.C.

″ × ″

MINIMUM 24 IN. WOODSTRUCTURAL PANEL SHEATHINGOR 32 IN. STRUCTURALFIBERBOARD CORNER RETURN

GYPSUM WALLBOARD ASREQUIRED AND INSTALLEDIN ACCORDANCE WITHCHAPTER 7

GYPSUM WALLBOARD ASREQUIRED AND INSTALLEDIN ACCORDANCE WITHCHAPTER 7

ORIENTATION OF STUDS MAY VARY.SEE FIGURE R602.3(2)

GYPSUM WALLBOARD AS REQUIRED AND INSTALLED INACCORDANCE WITH CHAPTER 7

CONTINUOUS WOODSTRUCTURAL PANELBRACED WALL LINE


(a) OUTSIDE CORNER DETAIL

(b) INSIDE CORNER DETAIL

(c) GARAGE DOOR CORNER




OPTIONAL BLOCKING FOR GYPSUMWALLBOARD

CONTINUOUS WOOD STRUCTURALPANEL OR STRUCTURAL FIBER-BOARD BRACED WALL LINE

16D NAIL (3½ 0.131 )

2 ROWS AT 24 IN. O.C.

″ × ″

MINIMUM 24 IN. WOOD STRUCTURALPANEL SHEATHING OR 32 IN.STRUCTURAL FIBERBOARDSHEATHING (BOTH EDGESAT CORNERS)

SEE TABLE R 602.3(1)FOR FASTENING

OPTIONAL NONSTRUCTURALFILLER PANEL

FASTENERS ON BOTH STUDSAT EACH PANEL EDGE

CONTINUOUS WOODSTRUCTURAL PANEL ORSTRUCTURAL FIBERBOARDBRACED WALL LINE

MINIMUM 24 IN. WOODSTRUCTURAL PANEL OR 32 IN.STRUCTURAL FIBERBOARDSHEATHING CORNER RETURN

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm.

FIGURE R602.10.4.4(1)TYPICAL EXTERIOR CORNER FRAMING FOR CONTINUOUS SHEATHING




WALL CONSTRUCTION

CORNER DETAILPER FIGURE R602.10.4.4(1)

MINIMUM 2

RETURN CORNER

′

CL

EA

RO

PE

NIN

GH

EIG

HT

CL

EA

RO

PE

NIN

GH

EIG

HT

CL

EA

RO

PE

NIN

GH

EIG

HT

BRACED WALL PANELSMEETING MINIMUM REQUIRED LENGTHPER SECTION R602.10.4.2 OR R602.10.5AT BOTH ENDS OF BRACED WALL LINE

(ALL OTHER FRAMED PORTIONS OFWALL ALSO SHEATHED)


FIGURE R602.10.4.4(2)BRACED WALL LINE WITH CONTINUOUS SHEATHING WITH CORNER RETURN PANEL


800 LB-HOLD-DOWNDEVICE IN LIEU OFCORNER RETURN

CL

EA

RO

PE

NIN

GH

EIG

HT

CL

EA

RO

PE

NIN

GH

EIG

HT

CL

EA

RO

PE

NIN

GH

EIG

HT

BRACED WALL PANELSMEETING MINIMUM REQUIRED LENGTHPER SECTION R602.10.4.2 or R602.10.5AT BOTH ENDS OF BRACED WALL LINE


For SI: 1 inch = 25.4 mm, 1 pound = 4.448 N.

FIGURE R602.10.4.4(3)BRACED WALL LINE WITH CONTINUOUS SHEATHING WITHOUT CORNER RETURN PANEL




WALL CONSTRUCTION


12 -6 MAX – SDC A, B AND C

8 -0 MAX – SDC D AND D

′ ″′ ″ 1 2

MINIMUM 2 PANELS AT

BOTH SIDES OF CORNER

′BRACED WALL PANELS

MEETING MINIMUM REQUIRED LENGTHPER SECTION R602.10.4.2

AT BOTH ENDS OF BRACED WALL LINE(ALL OTHER FRAMED PORTIONS OF

WALL ALSO SHEATHED)

CL

EA

RO

PE

NIN

GH

EIG

HT

CL

EA

RO

PE

NIN

GH

EIG

HT

CL

EA

RO

PE

NIN

GH

EIG

HT


FIGURE R602.10.4.4(4)BRACED WALL LINE WITH CONTINUOUS SHEATHING FIRST BRACED WALL PANEL

AWAY FROM END OF WALL LINE WITHOUT TIE DOWN

CORNERDETAIL

PER FIGURER602.10.4.4(1)

12 -6 MAX – SDC A, B AND C

8 -0 MAX – SDC D AND D

′ ″′ ″ 1 2

800 LB-HOLD-DOWNDEVICE IN LIEU OFCORNER RETURN

BRACED WALL PANELSMEETING MINIMUM REQUIRED LENGTH

PER SECTION R602.10.4.2AT BOTH ENDS OF BRACED WALL LINE


CL

EA

RO

PE

NIN

GH

EIG

HT

CL

EA

RO

PE

NIN

GH

EIG

HT

For SI: 1 foot = 305 mm. 1 pound = 4.448 N.

FIGURE R602.10.4.4(5)BRACED WALL LINE WITH CONTINUOUS SHEATHING—FIRST BRACED WALL

PANEL AWAY FROM END OF WALL LINE WITH HOLD-DOWN



R602.10.6.1 Braced wall panel connections for Seis-mic Design Categories D1 and D2. Braced wall panelsshall be fastened to required foundations in accordancewith Section R602.11.1, and top plate lap splices shall beface-nailed with at least eight 16d nails on each side ofthe splice.

R602.10.6.2 Connections to roof framing. Exteriorbraced wall panels shall be connected to roof framing asfollows.

1. Parallel rafters or roof trusses shall be attached tothe top plates of braced wall panels in accordancewith Table R602.3(1).

2. For SDC A, B and C and wind speeds less than100 miles per hour (45 m/s), where the distancefrom the top of the rafters or roof trusses and per-pendicular top plates is 91/4 inches (235 mm) orless, the rafters or roof trusses shall be connectedto the top plates of braced wall lines in accor-dance with Table R602.3(1) and blocking neednot be installed. Where the distance from the topof the rafters and perpendicular top plates isbetween 91/4 inches (235 mm) and 151/4 inches(387 mm) the rafters shall be connected to the topplates of braced wall panels with blocking inaccordance with Figure R602.10.6.2(1) andattached in accordance with Table R602.3(1).Where the distance from the top of the rooftrusses and perpendicular top plates is between91/4 inches (235 mm) and 151/4 inches (387 mm)the roof trusses shall be connected to the topplates of braced wall panels with blocking inaccordance with Table R602.3(1).

3. For SDC D1 and D2 or wind speeds of 100 milesper hour (45 m/s) or greater, where the distancebetween the top of rafters or roof trusses and per-pendicular top plates is 151/4 inches (387 mm) orless, rafters or roof trusses shall be connected to thetop plates of braced wall panels with blocking inaccordance with Figure R602.10.6.2(1) andattached in accordance with Table R602.3(1).

4. For all seismic design categories and wind speeds,where the distance between the top of rafters orroof trusses and perpendicular top plates exceeds

151/4 inches (387 mm), perpendicular rafters orroof trusses shall be connected to the top plates ofbraced wall panels in accordance with one of thefollowing methods:

4.1. In accordance with Figure R602.10.6.2(2),

4.2. In accordance with Figure R602.10.6.2(3),

4.3. With full height engineered blocking panelsdesigned for values listed in American For-est and Paper Association (AF&PA) WoodFrame Construction Manual for One- andTwo-Family Dwellings (WFCM). Both theroof and floor sheathing shall be attached tothe blocking panels in accordance withTable R602.3(1).

4.4. Designed in accordance with acceptedengineering methods.

Lateral support for the rafters and ceiling joists shallbe provided in accordance with Section R802.8. Lateralsupport for trusses shall be provided in accordance withSection R802.10.3. Ventilation shall be provided inaccordance with Section R806.1.

R602.10.7 Braced wall panel support. Braced wall panelsupport shall be provided as follows:

1. Cantilevered floor joists, supporting braced walllines, shall comply with Section R502.3.3. Solidblocking shall be provided at the nearest bearing walllocation. In Seismic Design Categories A, B and C,where the cantilever is not more than 24 inches (610mm), a full height rim joist instead of solid blockingshall be provided.

2. Elevated post or pier foundations supporting bracedwall panels shall be designed in accordance withaccepted engineering practice.

3. Masonry stem walls with a length of 48 inches (1220mm) or less supporting braced wall panels shall bereinforced in accordance with Figure R602.10.7.Masonry stem walls with a length greater than 48inches (1220 mm) supporting braced wall panelsshall be constructed in accordance with SectionR403.1 Braced wall panels constructed in accordancewith Sections R602.10.3.2 and R602.10.3.3 shall notbe attached to masonry stem walls.


WALL CONSTRUCTION

TABLE R602.10.5.2MINIMUM LENGTH REQUIREMENTS FOR STRUCTURAL FIBERBOARD BRACED

WALL PANELS IN A CONTINUOUSLY-SHEATHED WALLa

MINIMUM LENGTH OF STRUCTURAL FIBERBOARD BRACED WALL PANEL(inches) MINIMUM OPENING CLEAR HEIGHT NEXT TO THE

STRUCTURAL FIBERBOARD BRACED WALL PANEL(% of wall height)8-foot wall 9-foot wall 10-foot wall

48 54 60 100

32 36 40 85

24 27 30 67

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.a. Interpolation is permitted.

>




WALL CONSTRUCTION

CONTINUOUS RIMOR BAND JOIST

FULL HEIGHT BLOCKINGCONTINUOUS ALONG LENGTHOF BRACED WALL PANEL

8d @ 6 O.C. ALONG

BRACED WALL PANEL

″8d @ 6 O.C. ALONG

BRACED WALL PANEL

″

BRACED WALL PANEL

BRACED WALL PANEL

3-16d @ 16 O.C. ALONG

BRACED WALL PANEL

″3-16d @ 16 O.C. ALONG

BRACED WALL PANEL

″

PERPENDICULAR FRAMING

PERPENDICULAR FRAMING


FULL HEIGHT BLOCKINGCONTINUOUS ALONG LENGTHOF BRACED WALL PANEL


FIGURE R602.10.6(1)BRACED WALL PANEL CONNECTION WHEN PERPENDICULAR TO FLOOR/CEILING FRAMING

CONTINUOUS RIMOR END JOIST

ADDITIONAL FRAMINGMEMBER DIRECTLY ABOVEBRACED WALL PANEL

8d @ 6 O.C. ALONG

BRACED WALL PANEL

″ 8d @ 6 O.C. ALONG

BRACED WALL PANEL

″

FULL HEIGHT BLOCKING@ 16 O.C. ALONG

BRACED WALL PANEL

″

TOE NAIL 3-8dNAILS AT EACHBLOCKINGMEMBER

BRACED WALL PANEL BRACED WALL PANEL BRACED WALL PANEL

3-16d @ 16 O.C. ALONG

BRACED WALL PANEL

″ 3-16d @ 16 O.C. ALONG

BRACED WALL PANEL

″ 3-16d AT EACHBLOCKING MEMBER

2-16d NAILSEACH SIDE

FULL HEIGHTBLOCKING @ 16 O.C.

ALONG BRACED WALL

″ADDITIONAL FRAMINGMEMBER DIRECTLY BELOWBRACED WALL PANEL



FIGURE R602.10.6(2)BRACED WALL PANEL CONNECTION WHEN PARALLEL TO FLOOR/CEILING FRAMING




WALL CONSTRUCTION

SOLID BLOCKING BETWEENRAFTERS ATTACHED TO TOPPLATES WITH 8d @ 6 OC ALONG

LENGTH OF BRACED WALL PANEL

″

2M

AX

OP

EN

″

15

.25

MA

X″


FIGURE R602.10.6.2(1)BRACED WALL PANEL CONNECTION

TO PERPENDICULAR RAFTERS

ROOF SHEATHINGEDGE NAILING PERTABLE R602.3(1)(TYP)

4-0

MA

X′

″

6 -0 MAX′ ″

2x BLOCKINGBLOCKING

PRE-ENGINEEREDTRUSSES

BRACED WALLLINE

BRACINGa NAILING PER

TABLE R602.3(1)

PROVIDE VENTINGPER SECTION R806(NOT SHOWN)

a. METHODS OF BRACING SHALL BE AS DESCRIBED IN SECTION R602.10.2METHOD DWB, WSP, SFB, GB, PBS, PCP OR HPS


FIGURE R602.10.6.2(2)BRACED WALL PANEL CONNECTION OPTION TOPERPENDICULAR RAFTERS OR ROOF TRUSSES

a. METHODS OF BRACING SHALL BE AS DESCRIBED IN SECTION R602.10.2 METHODS DWB, WSP, SFB, GB, PBS, PCP OR HPS

2x BLOCKING

PROVIDE VENTINGPER SECTION R806

4-0

MA

X′

″

6 -0 MAX′ ″

ROOF SHEATHING

EDGE NAILING PERTABLE R602.3(1) (TYP)

AB

2M

AX

OP

EN

″

2M

AX

OP

EN

″

BRACINGa

BRACINGa

VENTING

PRE-ENGINEEREDTRUSSES

WALL SHEATHINGBELOW NOTSHOWN

NAILING PERTABLE R602.3(1)

BRACED WALLLINE

SECTION ELEVATIONBA

FIGURE R602.10.6.2(3)BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES



R602.10.7.1 Braced wall panel support for SeismicDesign Category D2. In one-story buildings located inSeismic Design Category D2, braced wall panels shall besupported on continuous foundations at intervals notexceeding 50 feet (15 240 mm). In two-story buildingslocated in Seismic Design Category D2, all braced wallpanels shall be supported on continuous foundations.

Exception: Two-story buildings shall be permitted tohave interior braced wall panels supported on contin-uous foundations at intervals not exceeding 50 feet(15 240 mm) provided that:

1. The height of cripple walls does not exceed 4feet (1219 mm).

2. First-floor braced wall panels are supported ondoubled floor joists, continuous blocking orfloor beams.

3. The distance between bracing lines does notexceed twice the building width measured par-allel to the braced wall line.

R602.10.8 Panel joints. All vertical joints of panel sheath-ing shall occur over, and be fastened to common studs. Hori-zontal joints in braced wall panels shall occur over, and befastened to common blocking of a minimum 11/2 inch (38mm) thickness.

Exceptions:

1. Blocking at horizontal joints shall not be requiredin wall segments that are not counted as bracedwall panels.

2. Where the bracing length provided is at least twicethe minimum length required by TablesR602.10.1.2(1) and R602.10.1.2(2) blocking athorizontal joints shall not be required in bracedwall panels constructed using Methods WSP,SFB, GB, PBS or HPS.

3. When Method GB panels are installed horizon-tally, blocking of horizontal joints is not required.


WALL CONSTRUCTION

BOND BEAM

BRACED WALLPANEL

BRACED WALL PANEL

20 MIN. TYP.″ 20 MIN. TYP.″

6M

IN.

″

6M

IN.

″

48 OR LESS″

48 OR LESS″

24

MA

X.

″

BRACED WALL PANEL

½ ANCHOR BOLTS PER BRACED

WALL PANEL REQUIREMENTS

″

BRACED WALL PANEL

½ ANCHOR BOLTS PER

BRACED WALL PANELREQUIREMENTS

″

#4 BAR

48

MA

XIM

UM

″

BOND BEAM

#4 BAR20

LA

P,

TY

P.

″

BOND BEAM WITH 1-#4 BAR

#4 BAR MIN.; FIELD BEND 6

EXTENSION INTO BOND BEAM

″

3 COVER″ 3 COVER″

48 OR LESS″

48

MA

XIM

UM

″

BOND BEAM WITH 1-#4 BAR

NOTE: GROUT BOND BEAMS AND ALL CELLS WHICH CONTAINREBAR, THREADED RODS AND ANCHOR BOLTS.

8M

IN.

″

58/ THREADED RODS MAY BE

SUBSTITUTED FOR ANCHORBOLTS AND REBAR

″

MIN. 2 CUT WASHERS″3 COVER″

FACE BRICKOPTIONAL

TYPICAL STEM WALL SECTIONOPTIONAL STEM WALL REINFORCEMENT

SHORT STEM WALL REINFORCEMENT TALL STEM WALL REINFORCEMENT

8 MIN. CMU″


FIGURE R602.10.7MASONRY STEM WALLS SUPPORTING BRACED WALL PANELS



R602.10.9 Cripple wall bracing. In Seismic Design Cate-gories other than D2, cripple walls shall be braced with alength and type of bracing as required for the wall above inaccordance with Tables R602.10.1.2(1) and R602.10.1.2(2)with the following modifications for cripple wall bracing:

1. The length of bracing as determined from TablesR602.10.1.2(1) and R602.10.1.2(2) shall be multi-plied by a factor of 1.15, and

2. The wall panel spacing shall be decreased to 18 feet(5486 mm) instead of 25 feet (7620 mm).

R602.10.9.1 Cripple wall bracing in Seismic DesignCategories D1 and D2. In addition to the requirements ofSection R602.10.9, where braced wall lines at interiorwalls occur without a continuous foundation below, thelength of parallel exterior cripple wall bracing shall be11/2 times the length required by Tables R602.10.1.2(1)and R602.10.1.2(2). Where cripple walls braced usingMethod WSP of Section R602.10.2 cannot provide thisadditional length, the capacity of the sheathing shall beincreased by reducing the spacing of fasteners along theperimeter of each piece of sheathing to 4 inches (102mm) on center.

In Seismic Design Category D2, cripple walls shall bebraced in accordance with Tables R602.10.1.2(1) andR602.10.1.2(2).

R602.10.9.2 Redesignation of cripple walls. In any Seis-mic Design Category, cripple walls shall be permitted to beredesignated as the first story walls for purposes of deter-

mining wall bracing requirements. If the cripple walls areredesignated, the stories above the redesignated story shallbe counted as the second and third stories, respectively.

R602.11 Wall anchorage. Braced wall line sills shall beanchored to concrete or masonry foundations in accordancewith Sections R403.1.6 and R602.11.1.

602.11.1 Wall anchorage for all buildings in SeismicDesign Categories D1 and D2 and townhouses in SeismicDesign Category C. Plate washers, a minimum of 0.229inch by 3 inches by 3 inches (5.8 mm by 76 mm by 76 mm)in size, shall be provided between the foundation sill plateand the nut except where approved anchor straps are used.The hole in the plate washer is permitted to be diagonallyslotted with a width of up to 3/16 inch (5 mm) larger than thebolt diameter and a slot length not to exceed 13/4 inches (44mm), provided a standard cut washer is placed between theplate washer and the nut.

R602.11.2 Stepped foundations in Seismic Design Cate-gories D1 and D2. In all buildings located in Seismic DesignCategories D1 or D2, where the height of a required bracedwall line that extends from foundation to floor above variesmore than 4 feet (1219 mm), the braced wall line shall beconstructed in accordance with the following:

1. Where the lowest floor framing rests directly on a sillbolted to a foundation not less than 8 feet (2440 mm)in length along a line of bracing, the line shall be con-sidered as braced. The double plate of the cripple studwall beyond the segment of footing that extends to thelowest framed floor shall be spliced by extending the


WALL CONSTRUCTION

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.Note: Where footing Section “A” is less than 8 feet long in a 25-foot-long wall, install bracing at cripple stud wall.

FIGURE R602.11.2STEPPED FOUNDATION CONSTRUCTION



upper top plate a minimum of 4 feet (1219 mm) alongthe foundation. Anchor bolts shall be located a maxi-mum of 1 foot and 3 feet (305 and 914 mm) from thestep in the foundation. See Figure R602.11.2.

2. Where cripple walls occur between the top of thefoundation and the lowest floor framing, the bracingrequirements of Sections R602.10.9 and R602.10.9.1shall apply.

3. Where only the bottom of the foundation is steppedand the lowest floor framing rests directly on a sillbolted to the foundations, the requirements of Sec-tions R403.1.6 and R602.11.1 shall apply.

R602.12 Wall bracing and stone and masonry veneer. Wherestone and masonry veneer is installed in accordance with SectionR703.7, wall bracing shall comply with this section.

For all buildings in Seismic Design Categories A, B and C,wall bracing at exterior and interior braced wall lines shall be inaccordance with Section R602.10 and the additional require-ments of Table R602.12(1).

For detached one- or two-family dwellings in SeismicDesign Categories D1 and D2, wall bracing and hold downs atexterior and interior braced wall lines shall be in accordancewith Sections R602.10 and R602.11 and the additional require-ments of Section R602.12.1 and Table R602.12(2). In Seismic

Design Categories D1 and D2, cripple walls are not permitted,and required interior braced wall lines shall be supported oncontinuous foundations.

R602.12.1 Seismic Design Categories D1 and D2. Wallbracing where stone and masonry veneer exceeds the firststory height in Seismic Design Categories D1 and D2 shallconform to the requirements of Sections R602.10 andR602.11 and the following requirements.

R602.12.1.1 Length of bracing. The length of bracingalong each braced wall line shall be in accordance withTable R602.12(2).

R602.12.1.2 Braced wall panel location. Braced wallpanels shall begin no more than 8 feet (2440 mm) fromeach end of a braced wall line and shall be spaced a maxi-mum of 25 feet (7620 mm) on center.

R602.12.1.3 Braced wall panel construction. Bracedwall panels shall be constructed of sheathing with a thick-ness of not less than 7/16 inch (11 mm) nailed with 8d com-mon nails spaced 4 inches (102 mm) on center at all paneledges and 12 inches (305 mm) on center at intermediatesupports. The end of each braced wall panel shall have ahold down device in accordance with Table R602.12(2)installed at each end. Size, height and spacing of woodstuds shall be in accordance with Table R602.3(5).


WALL CONSTRUCTION

FIGURE R602.12HOLD DOWNS AT EXTERIOR AND INTERIOR BRACED WALL PANELS




WALL CONSTRUCTION

TABLE R602.12(1)STONE OR MASONRY VENEER WALL BRACING REQUIREMENTS, WOOD

OR STEEL FRAMING, SEISMIC DESIGN CATEGORIES A, B and C

SEISMIC DESIGN CATEGORYNUMBER OF WOODFRAMED STORIES WOOD FRAMED STORY

MINIMUM SHEATHING AMOUNT(length of braced wall line length)a

A or B 1, 2 or 3 all Table R602.10.1.2(2)

C

1 1 only Table R602.10.1.2(2)

2

top Table R602.10.1.2(2)

bottom 1.5 times length required byTable R602.10.1.2(2)

3

top Table R602.10.1.2(2)

middle 1.5 times length required byTable R602.10.1.2(2)

bottom 1.5 times length required byTable R602.10.1.2(2)

a. Applies to exterior and interior braced wall lines.

TABLE R602.12(2)STONE OR MASONRY VENEER WALL BRACING REQUIREMENTS,

ONE- AND TWO-FAMILY DETACHED DWELLINGS, SEISMIC DESIGN CATEGORIES D1 and D2

SEISMIC DESIGNCATEGORY

NUMBER OFSTORIESa STORY

MINIMUM SHEATHINGAMOUNT (percent of

braced wall line length)b

MINIMUM SHEATHINGTHICKNESS AND

FASTENINGSINGLE STORY HOLD

DOWN FORCE (lb)cCUMULATIVE HOLDDOWN FORCE (lb)d

D1

1 1 only 457/16-inch wood structuralpanel sheathing with 8dcommon nails spaced at

4 inches on center atpanel edges, 12 inches

on center at intermediatesupports; 8d commonnails at 4 inches on

center at braced wallpanel end posts withhold down attached

2100 —

2top 45 2100 —

bottom 45 3700 5800

3

top 45 2100 —

middle 45 3700 5800

bottom 60 3700 9500

D2

1 1 only 55 2300 —

2top 55 2300 —

bottom 55 3900 6200

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N.a. Cripple walls are not permitted in Seismic Design Categories D1 and D2.b. Applies to exterior and interior braced wall lines.c. Hold down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall

framing at end of braced wall panel at the story below, or to foundation or foundation wall. Use single story hold down force where edges of braced wall panels donot align; a continuous load path to the foundation shall be maintained. [See Figure R602.12].

d. Where hold down connectors from stories above align with stories below, use cumulative hold down force to size middle and bottom story hold down connectors.(See Figure R602.12).



R602.12.1.4 Minimum length of braced panel. Eachbraced wall panel shall be at least 48 inches (1219 mm)in length, covering a minimum of 3 stud spaces wherestuds are spaced 16 inches (406 mm) on center and cov-ering a minimum of 2 stud spaced where studs are spaced24 inches on center.

R602.12.1.5 Alternate braced wall panel. Alternatebraced wall panels described in Section R602.10.3.2shall not replace the braced wall panel specification ofthis section.

R602.12.1.6 Continuously sheathed wall bracing.Continuously sheathed provisions of Section R602.10.4shall not be used in conjunction with the wall bracingprovisions of this section.

SECTION R603STEEL WALL FRAMING

R603.1 General. Elements shall be straight and free of anydefects that would significantly affect structural performance.Cold-formed steel wall framing members shall comply withthe requirements of this section.

R603.1.1 Applicability limits. The provisions of this sec-tion shall control the construction of exterior cold-formedsteel wall framing and interior load-bearing cold-formedsteel wall framing for buildings not more than 60 feet (18288 mm) long perpendicular to the joist or truss span, notmore than 40 feet (12 192 mm) wide parallel to the joist ortruss span, and less than or equal to three stories above grade

plane. All exterior walls installed in accordance with theprovisions of this section shall be considered as load-bear-ing walls. Cold-formed steel walls constructed in accor-dance with the provisions of this section shall be limited tosites subjected to a maximum design wind speed of 110miles per hour (49 m/s) Exposure B or C and a maximumground snow load of 70 pounds per square foot (3.35 kPa).

R603.1.2 In-line framing. Load-bearing cold-formed steelstuds constructed in accordance with Section R603 shall belocated in-line with joists, trusses and rafters in accordancewith Figure R603.1.2 and the tolerances specified as follows:

1. The maximum tolerance shall be 3/4 inch (19 mm)between the centerline of the horizontal framing mem-ber and the centerline of the vertical framing member.

2. Where the centerline of the horizontal framing mem-ber and bearing stiffener are located to one side of thecenterline of the vertical framing member, the maxi-mum tolerance shall be 1/8 inch (3 mm) between theweb of the horizontal framing member and the edgeof the vertical framing member.

R603.2 Structural framing. Load-bearing cold-formed steelwall framing members shall comply with Figure R603.2(1) andwith the dimensional and minimum thickness requirementsspecified in Tables R603.2(1) and R603.2(2). Tracks shall com-ply with Figure R603.2(2) and shall have a minimum flangewidth of 11/4 inches (32 mm). The maximum inside bend radiusfor members shall be the greater of 3/32 inch (2.4 mm) minus halfthe base steel thickness or 1.5 times the base steel thickness.


WALL CONSTRUCTION

HORIZONTALFRAMINGMEMBER


BEARING STIFFENER

TRACK

STUD

BEARINGSTIFFENER




¾ (19 mm)

MAX.

″¾ (19 mm)

MAX.

″¾ (19 mm)

MAX.

″

VERTICALFRAMINGMEMBER



18/ (3mm) MAX.

FROM WEB OFHORIZONTALFRAMINGMEMBER TOEDGE OFVERTICALFRAMINGMEMBER

″

BEARING STIFFENER

TRACK

STUD

STUDCL

CL CL CL

CLCLCL

CL

For SI: 1 inch = 25.4 mm,

FIGURE R603.1.2IN-LINE FRAMING



R603.2.1 Material. Load-bearing cold-formed steel fram-ing members shall be cold-formed to shape from structuralquality sheet steel complying with the requirements of oneof the following:

1. ASTM A 653: Grades 33, and 50 (Class 1 and 3).

2. ASTM A 792: Grades 33, and 50A.

3. ASTM A 1003: Structural Grades 33 Type H, and 50Type H.

R603.2.2 Identification. Load-bearing cold-formed steelframing members shall have a legible label, stencil, stamp orembossment with the following information as a minimum:

1. Manufacturer’s identification.

2. Minimum base steel thickness in inches (mm).

3. Minimum coating designation.

4. Minimum yield strength, in kips per square inch (ksi)(MPa).

R603.2.3 Corrosion protection. Load-bearing cold-formedsteel framing shall have a metallic coating complying withASTM A 1003 and one of the following:

1. A minimum of G 60 in accordance with ASTM A 653.

2. A minimum of AZ 50 in accordance with ASTM A 792.

R603.2.4 Fastening requirements. Screws for steel-to-steelconnections shall be installed with a minimum edge distanceand center-to-center spacing of 1/2 inch (12.7 mm), shall beself-drilling tapping and shall conform to ASTM C 1513.Structural sheathing shall be attached to cold-formed steelstuds with minimum No. 8 self-drilling tapping screws thatconform to ASTM C 1513. Screws for attaching structuralsheathing to cold-formed steel wall framing shall have a min-

imum head diameter of 0.292 inch (7.4 mm) with counter-sunk heads and shall be installed with a minimum edge dis-tance of 3/8 inch (9.5 mm). Gypsum board shall be attached tocold-formed steel wall framing with minimum No. 6 screwsconforming to ASTM C 954 or ASTM C 1513 with a buglehead style and shall be installed in accordance with SectionR702. For all connections, screws shall extend through thesteel a minimum of three exposed threads. All fasteners shallhave rust inhibitive coating suitable for the installation inwhich they are being used, or be manufactured from materialnot susceptible to corrosion.

Where No. 8 screws are specified in a steel-to-steel con-nection, the required number of screws in the connection ispermitted to be reduced in accordance with the reductionfactors in Table R603.2.4, when larger screws are used orwhen one of the sheets of steel being connected is thickerthan 33 mils (0.84 mm). When applying the reduction fac-tor, the resulting number of screws shall be rounded up.

TABLE R603.2.4SCREW SUBSTITUTION FACTOR

SCREW SIZE

THINNEST CONNECTED STEEL SHEET (mils)

33 43

#8 1.0 0.67

#10 0.93 0.62

#12 0.86 0.56

For SI: 1 mil = 0.0254 mm.

R603.2.5 Web holes, web hole reinforcing and web holepatching. Web holes, web hole reinforcing and web holepatching shall be in accordance with this section.


WALL CONSTRUCTION

TABLE R603.2(1)LOAD-BEARING COLD-FORMED STEEL STUD SIZES

MEMBERDESIGNATIONa

WEB DEPTH(inches)

MINIMUM FLANGE WIDTH(inches)

MAXIMUM FLANGE WIDTH(inches)

MINIMUM LIP SIZE(inches)

350S162-t 3.5 1.625 2 0.5

550S162-t 5.5 1.625 2 0.5

For SI: 1 inch = 25.4 mm; 1 mil = 0.0254 mm.a. The member designation is defined by the first number representing the member depth in hundredths of an inch “S” representing a stud or joist member, the second

number representing the flange width in hundredths of an inch, and the letter “t” shall be a number representing the minimum base metal thickness in mils [SeeTable R603.2(2)].

TABLE R603.2(2)MINIMUM THICKNESS OF COLD-FORMED STEEL MEMBERS

DESIGNATION THICKNESS(mils)

MINIMUM BASE STEEL THICKNESS(inches)

33 0.0329

43 0.0428

54 0.0538

68 0.0677

97 0.0966

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm.



R603.2.5.1 Web holes. Web holes in wall studs and otherstructural members shall comply with all of the follow-ing conditions:

1. Holes shall conform to Figure R603.2.5.1;

2. Holes shall be permitted only along the centerlineof the web of the framing member;

3. Holes shall have a center-to-center spacing of notless than 24 inches (610 mm);

4. Holes shall have a web hole width not greater than0.5 times the member depth, or 11/2 inches (38mm);

5. Holes shall have a web hole length not exceeding41/2 inches (114 mm); and

6. Holes shall have a minimum distance between theedge of the bearing surface and the edge of theweb hole of not less than 10 inches (254 mm).

Framing members with web holes not conforming tothe above requirements shall be reinforced in accordancewith Section R603.2.5.2, patched in accordance withSection R603.2.5.3 or designed in accordance withaccepted engineering practice.

R603.2.5.2 Web hole reinforcing. Web holes in gableendwall studs not conforming to the requirements ofSection R603.2.5.1 shall be permitted to be reinforcedif the hole is located fully within the center 40 percentof the span and the depth and length of the hole doesnot exceed 65 percent of the flat width of the web. Thereinforcing shall be a steel plate or C-shape sectionwith a hole that does not exceed the web hole size limi-tations of Section R603.2.5.1 for the member beingreinforced. The steel reinforcing shall be the samethickness as the receiving member and shall extend atleast 1 inch (25.4 mm) beyond all edges of the hole.

The steel reinforcing shall be fastened to the web of thereceiving member with No.8 screws spaced no morethan 1 inch (25.4 mm) center-to-center along the edgesof the patch with minimum edge distance of 1/2 inch(12.7 mm).

R603.2.5.3 Hole patching. Web holes in wall studs andother structural members not conforming to the require-


WALL CONSTRUCTION

FIGURE R603.2(1)C-SHAPED SECTION

FIGURE R603.2(2)TRACK SECTION


FIGURE R603.2.5.1WEB HOLES



ments in Section R603.2.5.1 shall be permitted to bepatched in accordance with either of the following meth-ods:

1. Framing members shall be replaced or designedin accordance with accepted engineering practicewhen web holes exceed the following size limits:

1.1. The depth of the hole, measured across theweb, exceeds 70 percent of the flat width ofthe web; or

1.2. The length of the hole measured along theweb exceeds 10 inches (254 mm) or thedepth of the web, whichever is greater.

2. Web holes not exceeding the dimensional require-ments in Section R603.2.5.3, Item 1 shall bepatched with a solid steel plate, stud section or tracksection in accordance with Figure R603.2.5.3. Thesteel patch shall, as a minimum, be the same thick-ness as the receiving member and shall extend atleast 1 inch (25.4 mm) beyond all edges of the hole.The steel patch shall be fastened to the web of thereceiving member with No. 8 screws spaced nomore than 1 inch (25.4 mm) center-to-center alongthe edges of the patch with a minimum edge dis-tance of 1/2 inch (12.7 mm).

R603.3 Wall construction. All exterior cold-formed steelframed walls and interior load-bearing cold-formed steelframed walls shall be constructed in accordance with the provi-sions of this section.

R603.3.1 Wall to foundation or floor connection. Cold-formed steel framed walls shall be anchored to foundations orfloors in accordance with Table R603.3.1 and FigureR603.3.1(1), R603.3.1(2) or R603.3.1(3). Anchor bolts shallbe located not more than 12 inches (305 mm) from corners orthe termination of bottom tracks. Anchor bolts shall extend aminimum of 15 inches (381 mm) into masonry or 7 inches(178 mm) into concrete. Foundation anchor straps shall bepermitted, in lieu of anchor bolts, if spaced as required to pro-

vide equivalent anchorage to the required anchor bolts andinstalled in accordance with manufacturer’s requirements.

R603.3.1.1 Gable endwalls. Gable endwalls withheights greater than 10 feet (3048 mm) shall be anchoredto foundations or floors in accordance with TablesR603.3.1.1(1) or R603.3.1.1(2).

R603.3.2 Minimum stud sizes. Cold-formed steel walls shallbe constructed in accordance with Figures R603.3.1(1),R603.3.1(2), or R603.3.1(3), as applicable. Exterior wall studsize and thickness shall be determined in accordance with thelimits set forth in Tables R603.3.2(2) through R603.3.2(31).Interior load-bearing wall stud size and thickness shall bedetermined in accordance with the limits set forth in TablesR603.3.2(2) through R603.3.2(31) based upon an 85 miles perhour (38 m/s) Exposure A/B wind value and the buildingwidth, stud spacing and snow load, as appropriate. Fasteningrequirements shall be in accordance with Section R603.2.4 andTable R603.3.2(1). Top and bottom tracks shall have the sameminimum thickness as the wall studs.

Exterior wall studs shall be permitted to be reduced to thenext thinner size, as shown in Tables R603.3.2(2) throughR603.3.2(31), but not less than 33 mils (0.84 mm) ,whereboth of the following conditions exist:

1. Minimum of 1/2 inch (12.7 mm) gypsum board isinstalled and fastened in accordance with SectionR702 on the interior surface.

2. Wood structural sheathing panels of minimum 7/16

inch (11 mm) thick oriented strand board or 15/32 inch(12 mm) thick plywood is installed and fastened inaccordance with Section R603.9.1 and TableR603.3.2(1) on the outside surface.

Interior load-bearing walls shall be permitted to be reducedto the next thinner size, as shown in Tables R603.3.2(2)through R603.3.2(31), but not less than 33 mils (0.84 mm),where a minimum of 1/2 inch (12.7 mm) gypsum board isinstalled and fastened in accordance with Section R702 onboth sides of the wall. The tabulated stud thickness for load-bearing walls shall be used when the attic load is 10 pounds persquare feet (480 Pa) or less. A limited attic storage load of 20pounds per square feet (960 Pa) shall be permitted provided thatthe next higher snow load column is used to select the stud sizefrom Tables R603.3.2(2) through R603.3.2(31).

For two-story buildings, the tabulated stud thickness forwalls supporting one floor, roof and ceiling shall be usedwhen second floor live load is 30 pounds per square feet(1440 Pa). Second floor live loads of 40 psf (1920 pounds persquare feet) shall be permitted provided that the next highersnow load column is used to select the stud size from TablesR603.3.2(2) through R603.3.2(21).

For three-story buildings, the tabulated stud thickness forwalls supporting one or two floors, roof and ceiling shall beused when the third floor live load is 30 pounds per squarefeet (1440 Pa). Third floor live loads of 40 pounds persquare feet (1920 Pa) shall be permitted provided that thenext higher snow load column is used to select the stud sizefrom Tables R603.3.2(22) through R603.3.2(31).


WALL CONSTRUCTION

➡

STUD

NO. 8 SCREWSSPACED AT 1 O.C.

(TYP.)

″

SOLID STEEL PLATE,C-SHAPE OR TRACK,MIN. THICKNESS AS STUD


FIGURE R603.2.5.3STUD WEB HOLE PATCH




WALL CONSTRUCTION

TABLE R603.3.1WALL TO FOUNDATION OR FLOOR CONNECTION REQUIREMENTSa,b

FRAMINGCONDITION

WIND SPEED (mph) AND EXPOSURE

85 B 90 B100 B85 C

110 B90 C 100 C < 110 C

Wall bottom track tofloor per FigureR603.3.1(1)

1-No. 8 screw at12″ o.c.




2-No. 8 screws at12″ o.c.

2 No. 8 screws at12″ o.c.

Wall bottom track tofoundation per FigureR603.3.1(2)d

1/2″ minimumdiameter anchor

bolt at 6′ o.c.


bolt at 6′ o.c.


bolt at 4′ o.c.


bolt at 4′ o.c.


bolt at 4′ o.c.


bolt at 4′ o.c.

Wall bottom track towood sill per FigureR603.3.1(3)

Steel plate spacedat 4′ o.c., with4-No. 8 screws

and 4-10d or 6-8dcommon nails











Wind uplift connectorstrength to 16″ studspacingc

NR NR NR NR NR 65 lb per foot ofwall length

Wind uplift connectorstrength for 24″ studspacingc

NR NR NR NR NR 100 lb per foot ofwall length

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm, 1 lb = 4.45 N.a. Anchor bolts are to be located not more than 12 inches from corners or the termination of bottom tracks (e.g., at door openings or corners). Bolts are to extend a min-

imum of 15 inches into masonry or 7 inches into concrete.b. All screw sizes shown are minimum.c. NR = uplift connector not required.d. Foundation anchor straps are permitted in place of anchor bolts, if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in

accordance with manufacturer’s requirements.

STRUCTURAL STEEL STUD

FLOOR JOIST

NO. 8 SCREWS SPACEDPER TABLE R603.3.1

STRUCTURAL STUD

FLOORSHEATHING

FIGURE R603.3.1(1)WALL TO FLOOR CONNECTION




WALL CONSTRUCTION

STUD

NO. 8 SCREW THROUGHEACH FLANGE

4 NO. 8 SCREWS THROUGHEACH FLANGE

STUD BLOCKING INSIDE WALL TRACK(MINIMUM THICKNESS OF STUD)

ANCHOR BOLT OR OTHER CONNECTIONAS REQUIRED

FOUNDATION OR SLAB ON GRADE

SILL SEALER AS REQUIRED

TRACK

6

MIN

IMUM″


FIGURE R603.3.1(2)WALL TO FOUNDATION CONNECTION

FOUNDATION OR SLAB ON GRADE

WOOD SILL

ANCHOR BOLT THROUGH WOOD SILLOR OTHER CONNECTION AS REQUIRED

MINIMUM 4 NO. 8 SCREWS

NO. 8 SCREW THROUGH EACH FLANGE

4-10d OR 6-8d COMMON NAIL

MINIMUM 3 x4 x33 MIL

METAL PLATE

″ ″

STUD

TRACK

SPACING

OFPLATES


FIGURE R603.3.1(3)WALL TO WOOD SILL CONNECTION



R603.3.2.1 Gable endwalls. The size and thickness ofgable endwall studs with heights less than or equal to 10feet (3048 mm) shall be permitted in accordance with thelimits set forth in Tables R603.3.2.1(1) or R603.3.2.1(2).The size and thickness of gable endwall studs withheights greater than 10 feet (3048 mm) shall be deter-mined in accordance with the limits set forth in TablesR603.3.2.1(3) or R603.3.2.1(4).

R603.3.3 Stud bracing. The flanges of cold-formed steelstuds shall be laterally braced in accordance with one of thefollowing:

1. Gypsum board on both sides, structural sheathing onboth sides, or gypsum board on one side and structuralsheathing on the other side of load-bearing walls withgypsum board installed with minimum No. 6 screwsin accordance with Section R702 and structuralsheathing installed in accordance with SectionR603.9.1 and Table R603.3.2(1).

2. Horizontal steel straps fastened in accordance with Fig-ure R603.3.3(1) on both sides at mid-height for 8-foot(2438 mm) walls, and at one-third points for 9-foot and10-foot (2743 mm and 3048 mm) walls. Horizontal steelstraps shall be at least 1.5 inches in width and 33 mils inthickness (38 mm by 0.84 mm). Straps shall be attachedto the flanges of studs with one No. 8 screw. In-lineblocking shall be installed between studs at the termina-tion of all straps and at 12 foot (3658 mm) intervalsalong the strap. Straps shall be fastened to the blockingwith two No. 8 screws.

3. Sheathing on one side and strapping on the other sidefastened in accordance with Figure R603.3.3(2).Sheathing shall be installed in accordance with Item1. Steel straps shall be installed in accordance withItem 2.

R603.3.4 Cutting and notching. Flanges and lips ofcold-formed steel studs and headers shall not be cut or notched.


WALL CONSTRUCTION

TABLE R603.3.1.1(1)GABLE ENDWALL TO FLOOR CONNECTION REQUIREMENTSa,b,c

BASIC WIND SPEED(mph) WALL BOTTOM TRACK TO FLOOR JOIST OR TRACK CONNECTION

Exposure Stud height, h (ft)

B C 10 h 14 14 h 18 18 h 22

85 — 1-No. 8 screw @ 12″ o.c. 1-No. 8 screw @ 12″ o.c. 1-No. 8 screw @ 12″ o.c.

90 — 1-No. 8 screw @ 12″ o.c. 1-No. 8 screw @ 12″ o.c. 1-No. 8 screw @ 12″ o.c.

100 85 1-No. 8 screw @ 12″ o.c. 1-No. 8 screw @ 12″ o.c. 1-No. 8 screw @ 12″ o.c.

110 90 1-No. 8 screw @ 12″ o.c. 1-No. 8 screw @ 12″ o.c. 2-No. 8 screws @ 12″ o.c.

— 100 1-No. 8 screw @ 12″ o.c. 2-No. 8 screws @ 12″ o.c. 1-No. 8 screw @ 8″ o.c.

— 110 2-No. 8 screws @ 12″ o.c. 1-No. 8 screw @ 8″ o.c. 2-No. 8 screws @ 8″ o.c.

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm.a. Refer to Table R603.3.1.1(2) for gable endwall bottom track to foundation connections.b. Where attachment is not given, special design is required.c. Stud height, h, is measured from wall bottom track to wall top track or brace connection height.

TABLE R603.3.1.1(2)GABLE ENDWALL BOTTOM TRACK TO FOUNDATION CONNECTION REQUIREMENTSa,b,c

BASIC WIND SPEED(mph) MINIMUM SPACING FOR 1/2 IN. DIAMETER ANCHOR BOLTSd

Exposure Stud height, h (ft)

B C 10 h 14 14 h 18 18 h 22

85 — 6′ - 0″ o.c. 6′ - 0″ o.c. 6′ - 0″ o.c.

90 — 6′ - 0″ o.c. 5′ - 7″ o.c. 6′ - 0″ o.c.

100 85 5′ - 10″ o.c. 6′ - 0″ o.c. 6′ - 0″ o.c.

110 90 4′ - 10″ o.c. 5′ - 6″ o.c. 6′ - 0″ o.c.

— 100 4′ - 1″ o.c. 6′ - 0″ o.c. 6′ - 0″ o.c.

— 110 5′ - 1″ o.c. 6′ - 0″ o.c. 5′ - 2″ o.c.

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm.a. Refer to Table R603.3.1.1(1) for gable endwall bottom track to floor joist or track connection connections.b. Where attachment is not given, special design is required.c. Stud height, h, is measured from wall bottom track to wall top track or brace connection height.d. Foundation anchor straps are permitted in place of anchor bolts if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in

accordance with manufacturer’s requirements.



R603.3.5 Splicing. Steel studs and other structural mem-bers shall not be spliced. Tracks shall be spliced in accor-dance with Figure R603.3.5.

R603.4 Corner framing. In exterior walls, corner studs and thetop tracks shall be installed in accordance with Figure R603.4.

R603.5 Exterior wall covering. The method of attachment of exte-rior wall covering materials to cold-formed steel stud wallframingshallconformto themanufacturer’s installation instructions.

R603.6 Headers. Headers shall be installed above all wallopenings in exterior walls and interior load-bearing walls. Boxbeam headers and back-to-back headers each shall be formedfrom two equal sized C-shaped members in accordance withFigures R603.6(1) and R603.6(2), respectively, and TablesR603.6(1) through R603.6(24). L-shaped headers shall be per-mitted to be constructed in accordance with AISI S230. Alter-nately, headers shall be permitted to be designed andconstructed in accordance with AISI S100, Section D4.

R603.6.1 Headers in gable endwalls. Box beam andback-to-back headers in gable endwalls shall be permitted tobe constructed in accordance with Section R603.6 or with theheader directly above the opening in accordance with FiguresR603.6.1(1) and R603.6.1(2) and the following provisions:

1. Two 362S162-33 for openings less than or equal to 4feet (1219 mm).

2. Two 600S162-43 for openings greater than 4 feet(1219 mm) but less than or equal to 6 feet (1830 mm).

3. Two 800S162-54 for openings greater than 6 feet(1829 mm) but less than or equal to 9 feet (2743 mm).

R603.7 Jack and king studs. The number of jack and kingstuds installed on each side of a header shall comply with TableR603.7(1). King, jack and cripple studs shall be of the samedimension and thickness as the adjacent wall studs. Headersshall be connected to king studs in accordance with TableR603.7(2) and the following provisions:

1. For box beam headers, one-half of the total number ofrequired screws shall be applied to the header and onehalf to the king stud by use of C-shaped or track memberin accordance with Figure R603.6(1). The track orC-shape sections shall extend the depth of the headerminus 1/2 inch (12.7 mm) and shall have a minimumthickness not less than that of the wall studs.

2. For back-to-back headers, one-half the total number ofscrews shall be applied to the header and one-half to the king

stud by use of a minimum 2-inch-by-2-inch (51 mm × 51mm) clip angle in accordance with Figure R603.6(2). Theclip angle shall extend the depth of the header minus 1/2 inch(12.7 mm) and shall have a minimum thickness not less thanthat of the wall studs. Jack and king studs shall be intercon-nected with structural sheathing in accordance with FiguresR603.6(1) and R603.6(2).

R603.8 Head and sill track. Head track spans above door andwindow openings and sill track spans beneath window openingsshall comply with Table R603.8. For openings less than 4 feet(1219 mm) in height that have both a head track and a sill track,multiplying the spans by 1.75 shall be permitted in Table R603.8.For openings less than or equal to 6 feet (1829 mm) in height thathave both a head track and a sill track, multiplying the spans inTable R603.8 by 1.50 shall be permitted.

R603.9 Structural sheathing. Structural sheathing shall beinstalled in accordance with Figure R603.9 and this section onall sheathable exterior wall surfaces, including areas above andbelow openings.

R603.9.1 Sheathing materials. Structural sheathing panelsshall consist of minimum 7/16-inch (11 mm) thick orientedstrand board or 15/32-inch (12 mm) thick plywood.

R603.9.2 Determination of minimum length of full heightsheathing. The minimum length of full height sheathing oneach braced wall line shall be determined by multiplying thelength of the braced wall line by the percentage obtainedfrom Table R603.9.2(1) and by the plan aspect-ratio adjust-ment factors obtained from Table R603.9.2(2). The mini-mum length of full height sheathing shall not be less than 20percent of the braced wall line length.

To be considered full height sheathing, structural sheath-ing shall extend from the bottom to the top of the wall with-out interruption by openings. Only sheathed, full heightwall sections, uninterrupted by openings, which are a mini-mum of 48 inches (1219 mm) wide, shall be counted towardmeeting the minimum percentages in Table R603.9.2(1). Inaddition, structural sheathing shall comply with all of thefollowing requirements:

1. Be installed with the long dimension parallel to thestud framing (i.e. vertical orientation) and shall coverthe full vertical height of wall from the bottom of thebottom track to the top of the top track of each story.Installing the long dimension perpendicular to thestud framing or using shorter segments shall be per-


WALL CONSTRUCTION

TABLE R603.3.2(1)WALL FASTENING SCHEDULEa

DESCRIPTION OF BUILDING ELEMENT NUMBER AND SIZE OF FASTENERSa SPACING OF FASTENERS

Floor joist to track of load-bearing wall 2-No. 8 screws Each joist

Wall stud to top or bottom track 2-No. 8 screws Each end of stud, one per flange

Structural sheathing to wall studs No. 8 screwsb 6″ o.c. on edges and 12″ o.c. at intermediatesupports

Roof framing to wall Approved design or tie down in accordance with Section R802.11

For SI: 1 inch = 25.4 mm.a. All screw sizes shown are minimum.b. Screws for attachment of structural sheathing panels are to be bugle-head, flat-head, or similar head styles with a minimum head diameter of 0.29 inch.



mitted provided that the horizontal joint is blocked asdescribed in Item 2 below.

2. Be blocked when the long dimension is installed per-pendicular to the stud framing (i.e. horizontal orienta-tion). Blocking shall be a minimum of 33 mil (0.84mm) thickness. Each horizontal structural sheathingpanel shall be fastened with No. 8 screws spaced at 6inches (152 mm) on center to the blocking at the joint.

3. Be applied to each end (corners) of each of the exteriorwalls with a minimum 48 inch (1219 mm) wide panel.

R603.9.2.1 The minimum percentage of full-heightstructural sheathing shall be multiplied by 1.10 for 9 foot(2743 mm) high walls and multiplied by 1.20 for 10 foot(3048 mm) high walls.

R603.9.2.2 For hip roofed homes, the minimum percent-ages of full height sheathing in Table R603.9.2(1), basedupon wind, shall be permitted to be multiplied by a factorof 0.95 for roof slopes not exceeding 7:12 and a factor of0.9 for roof slopes greater than 7:12.

R603.9.2.3 In the lowest story of a dwelling, multiplying thepercentage of full height sheathing required in TableR603.9.2(1) by 0.6, shall be permitted provided hold downanchorsareprovided inaccordancewithSectionR603.9.4.2.

R603.9.3 Structural sheathing fastening. All edges and inte-rior areas of structural sheathing panels shall be fastened toframing members and tracks in accordance with Figure R603.9and Table R603.3.2(1). Screws for attachment of structuralsheathing panels shall be bugle-head, flat-head, or similar headstyle with a minimum head diameter of 0.29 inch (8 mm).

For continuously-sheathed braced wall lines using woodstructural panels installed with No. 8 screws spaced 4-inches(102 mm) on center at all panel edges and 12 inches (304.8 mm)on center on intermediate framing members, the following shallapply:

1. Multiplying the percentages of full height sheathingin Table R603.9.2(1) by 0.72 shall be permitted.

2. For bottom track attached to foundations or framingbelow, the bottom track anchor or screw connectionspacing in Table R505.3.1(1) and Table R603.3.1shall be multiplied by 2/3.

R603.9.4 Uplift connection requirements. Uplift connec-tions shall be provided in accordance with this section.

R603.9.4.1 Where wind speeds are in excess of 100 milesper hour (45 m/s), Exposure C, walls shall be providedwind direct uplift connections in accordance with AISIS230, Section E13.3, and AISI S230, Section F7.2, asrequired for 110 miles per hour (49 m/s), Exposure C.

R603.9.4.2 Where the percentage of full height sheathing isadjusted in accordance with Section R603.9.2.3, ahold-down anchor, with a strength of 4,300 pounds (19 kN),shall be provided at each end of each full-height sheathedwall section used to meet the minimum percent sheathingrequirements of Section R603.9.2. Hold down anchors shallbe attached to back-to-back studs; structural sheathing pan-els shall have edge fastening to the studs, in accordance withSection R603.9.3 and AISI S230, Table E11-1.

A single hold down anchor, installed in accordance withFigureR603.9.2, shallbepermittedat thecornersofbuildings.

R603.9.5 Structural sheathing for stone and masonryveneer. In Seismic Design Category C, where stone andmasonry veneer is installed in accordance with SectionR703.7, the length of structural sheathing for walls supportingone story, roof and ceiling shall be the greater of the amountrequired by Section R603.9.2 or 36 percent, modified by Sec-tion R603.9.2 except Section R603.9.2.2 shall not be permit-ted.

SECTION R604WOOD STRUCTURAL PANELS

R604.1 Identification and grade. Wood structural panelsshall conform to DOC PS 1 or DOC PS 2 or, when manufac-tured in Canada, CSA O437 or CSA O325. All panels shall beidentified by a grade mark or certificate of inspection issued byan approved agency.

R604.2 Allowable spans. The maximum allowable spans forwood structural panel wall sheathing shall not exceed the val-ues set forth in Table R602.3(3).

R604.3 Installation. Wood structural panel wall sheathingshall be attached to framing in accordance with TableR602.3(1) or Table R602.3.(3). Wood structural panels markedExposure 1 or Exterior are considered water-repellent sheath-ing under the code.

SECTION R605PARTICLEBOARD

R605.1 Identification and grade. Particleboard shall conformto ANSI A208.1 and shall be so identified by a grade mark orcertificate of inspection issued by an approved agency.Particleboard shall comply with the grades specified in TableR602.3(4).

SECTION R606GENERAL MASONRY CONSTRUCTION

R606.1 General. Masonry construction shall be designed andconstructed in accordance with the provisions of this section orin accordance with the provisions of TMS 402/ACI 530/ASCE5.

R606.1.1 Professional registration not required. Whenthe empirical design provisions of TMS 402/ACI530/ASCE 5 Chapter 5 or the provisions of this section areused to design masonry, project drawings, typical detailsand specifications are not required to bear the seal of thearchitect or engineer responsible for design, unless other-wise required by the state law of the jurisdiction havingauthority.


WALL CONSTRUCTION




WALL CONSTRUCTION

TABLE R603.3.2(2)24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c

33 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs 9-Foot Studs 10-Foot Studs

Exp. B Exp. C

Ground Snow Load (psf)

20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 43 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 33 33 33 33 33 33 33 33 33

90mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 43 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 33 33 33 33 33 33 33 33 33

100mph

85mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 43 43 43 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 33 33 33 33 43

110mph

90mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 43 43 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 33 43 43 43 43

— 100mph

350S16216 33 33 33 33 33 33 33 33 43 43 43 43

24 43 43 43 43 43 43 43 43 54 54 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 43 43 43 43 43 43 43 43

— 110mph

350S16216 33 33 33 33 43 43 43 43 43 43 43 43

24 43 43 43 43 54 54 54 54 68 68 68 68

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 43 43 43 43 43 43 43 43 43 43 43

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa,1 ksi = 1000 psi = 6.895 MPa.

a. Deflection criterion: L/240.b. Design load assumptions:

Second floor dead load is 10 psf.Second floor live load is 30 psf.Roof/ceiling dead load is 12 psf.Attic live load is 10 psf.

c. Building width is in the direction of horizontal framing members supported by the wall studs.




WALL CONSTRUCTION

TABLE R603.3.2(3)24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c

50 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 33 33 33 33 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 33 33 33 33 33 33 33 33 33

90mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 33 33 33 33 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 33 33 33 33 33 33 33 33 33

100mph

85mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 33 33 33 33 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 33 33 33 33 33 33 33 33 33

110mph

90mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 43 43 43 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 33 33 33 33 33 33 33 33 33

— 100mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 43 43 43 43 43 43 43 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 33 33 33 33 33 33 33 33 33

— 110mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 43 43 43 43 54 54 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 33 33 33 33 33 33 33 33 33








WALL CONSTRUCTION


33 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

90mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

100mph

85mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

110mph

90mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 43

24 33 33 43 43 43 43 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

— 100mph

350S16216 33 33 33 33 33 33 33 33 43 43 43 43

24 43 43 43 54 43 43 43 54 54 54 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

— 110mph

350S16216 33 33 33 33 43 43 43 43 43 43 43 43

24 43 43 43 54 54 54 54 54 68 68 68 68

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 43 43 43 43








WALL CONSTRUCTION


50 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 33 33 33 33 33 33 33 33 33

90mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 33 33 33 33 33 33 33 33 33

100mph

85mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 43 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 33 33 33 33 33 33 33 33 33

110mph

90mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 43 43 43 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 33 33 33 33 33 33 33 33 33

— 100mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 43 43 43 43 43 43 43 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 33 33 33 33 33

— 110mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 43 43 43 43 54 54 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 33 33 33 33 33 33 33 33 43








WALL CONSTRUCTION


33 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 43

24 33 33 43 54 33 33 43 43 33 33 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

90mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 43

24 33 33 43 54 33 33 43 43 33 33 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

100mph

85mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 43

24 33 33 43 54 33 33 43 54 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

110mph

90mph

350S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 33 43 54 43 43 43 54 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 43 43

— 100mph

350S16216 33 33 33 43 33 33 33 43 43 43 43 43

24 43 43 43 54 43 43 43 54 54 54 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 33 43 33 33 43 43

— 110mph

350S16216 33 33 33 43 43 43 43 43 43 43 43 43

24 43 43 43 54 54 54 54 54 68 68 68 68

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 43 43 43 43

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479kPa,1 ksi = 1000 psi = 6.895 MPa.







WALL CONSTRUCTION


50 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 43 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 33 33 33 33 43

90mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 43 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 33 33 33 33 43

100mph

85mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 33 43 33 33 43 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 33 33 33 33 43

110mph

90mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 33 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 33 33 33 33 43

— 100mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 43 43 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

— 110mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 43

24 33 33 43 43 43 43 43 43 54 54 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43








WALL CONSTRUCTION


33 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 33 33 43 54 33 33 43 54 33 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 43

90mph —

350S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 33 33 43 54 33 33 43 54 33 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 43

100mph

85mph

350S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 33 33 43 54 33 33 43 54 43 43 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 43

110mph

90mph

350S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 33 43 54 43 43 43 43 43 43 54 68

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 43

— 100mph

350S16216 33 33 33 43 33 33 33 43 43 43 43 43

24 43 43 43 54 43 43 43 54 54 54 54 68

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 43

— 110mph

350S16216 33 33 33 43 43 43 43 43 43 43 43 43

24 43 43 54 54 54 54 54 54 68 68 68 68

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 54 33 33 43 43 43 43 43 54








WALL CONSTRUCTION


50 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

90mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

100mph

85mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

110mph

90mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 43

24 33 33 43 54 33 33 33 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

— 100mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 43

24 33 33 33 54 43 43 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

— 110mph

350S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 33 43 54 43 43 43 54 54 54 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43








WALL CONSTRUCTION


33 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 33 33 43 54 33 33 43 54 43 43 54 68

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 54 33 33 43 43 33 33 43 54

90mph —

350S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 33 33 43 54 33 33 43 54 43 43 54 68

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 54 33 33 43 43 33 33 43 54

100mph

85mph

350S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 33 43 43 54 33 43 43 54 43 43 54 68

550S16216 33 33 33 43 33 33 33 33 33 33 33 33

24 33 33 43 54 33 33 43 43 33 33 43 54

110mph

90mph

350S16216 33 33 33 43 33 33 33 43 33 33 43 43

24 33 43 43 54 43 43 43 54 43 43 54 68

550S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 33 43 54 33 33 43 43 33 33 43 54

— 100mph

350S16216 33 33 33 43 33 33 33 43 43 43 43 43

24 43 43 54 68 43 43 54 54 54 54 54 68

550S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 33 43 54 33 33 43 54 33 33 43 54

— 110mph

350S16216 33 33 43 43 43 43 43 43 43 43 43 54

24 43 43 54 68 54 54 54 68 68 68 68 68

550S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 33 33 43 54 33 33 43 54 43 43 43 54








WALL CONSTRUCTION


50 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 43

24 33 33 43 54 33 33 43 43 33 33 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

90mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 43

24 33 33 43 54 33 33 43 43 33 33 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

100mph

85mph

350S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 33 43 54 33 33 43 54 33 33 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

110mph

90mph

350S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 33 43 54 33 33 43 54 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

— 100mph

350S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 33 33 43 54 43 43 43 54 43 43 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 33 43 33 33 43 43

— 110mph

350S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 33 33 43 54 43 43 43 54 54 54 54 68

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 33 43 33 33 43 43








WALL CONSTRUCTION

TABLE R603.3.2(12)24-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c

33 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 43

24 33 33 43 43 33 43 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

90mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 43

24 33 33 43 43 33 43 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

100mph

85mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 43

24 33 43 43 43 43 43 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

110mph

90mph

350S16216 33 33 33 43 33 33 33 33 33 33 43 43

24 43 43 43 43 43 43 43 43 54 54 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 43 43 43 43

— 100mph

350S16216 33 33 33 43 33 33 33 43 43 43 43 43

24 43 43 43 54 43 43 54 54 54 54 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 43 43 43 43 43 43 43 43

— 110mph

350S16216 33 33 33 43 43 43 43 43 43 43 43 43

24 43 43 43 54 54 54 54 54 68 68 68 68

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 43 43 43 43 43 43 43 43 43 43 43 43








WALL CONSTRUCTION


50 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 43 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 33 33 33 33 33 33 33 33 33

90mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 43 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 33 33 33 33 33 33 33 33 33

100mph

85mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 43 43 43 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 33 33 33 33 33 33 33 33 33

110mph

90mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 43 43 43 43

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 33 33 33 33 33 33 33 33 33

— 100mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 43 43 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 33 33 33 33 43

— 110mph

350S16216 33 33 33 33 33 33 33 33 33 33 43 43

24 43 43 43 43 43 43 43 43 54 54 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 33 33 33 33 43








WALL CONSTRUCTION


33 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 43 43 43 54 43 43 43 54 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 43

90mph —

350S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 43 43 43 54 43 43 43 54 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 43

100mph

85mph

350S16216 33 33 33 43 33 33 33 43 33 33 43 43

24 43 43 43 54 43 43 43 54 43 43 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 43

110mph

90mph

350S16216 33 33 33 43 33 33 33 43 43 43 43 43

24 43 43 43 54 43 43 43 54 54 54 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 43 43 43 43

— 100mph

350S16216 33 33 33 43 33 33 43 43 43 43 43 43

24 43 43 43 54 54 54 54 54 54 54 54 68

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 43 43 43 43 43 43 43 43

— 110mph

350S16216 33 33 43 43 43 43 43 43 43 43 43 54

24 43 43 54 54 54 54 54 54 68 68 68 68

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 43 43 43 43 43 43 43 43 43 43 43 43








WALL CONSTRUCTION


50 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

90mph —

350S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

100mph

85mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 43

24 33 33 43 43 33 33 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

110mph

90mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 43

24 33 33 43 43 43 43 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

— 100mph

350S16216 33 33 33 33 33 33 33 33 33 33 33 43

24 43 43 43 54 43 43 43 43 43 43 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43

— 110mph

350S16216 33 33 33 43 33 33 33 33 43 43 43 43

24 43 43 43 54 43 43 43 43 54 54 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 33 43 33 33 33 43 33 33 33 43








WALL CONSTRUCTION


33 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 43 33 33 33 43 33 33 43 43

24 43 43 43 54 43 43 43 54 43 43 54 54

550S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 43 43 54 33 33 43 43 33 33 43 43

90mph —

350S16216 33 33 33 43 33 33 33 43 33 33 43 43

24 43 43 43 54 43 43 43 54 43 43 54 54

550S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 43 43 54 33 33 43 43 33 33 43 43

100mph

85mph

350S16216 33 33 33 43 33 33 33 43 33 43 43 43

24 43 43 43 54 43 43 43 54 54 54 54 68

550S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 43 43 54 33 33 43 43 33 33 43 43

110mph

90mph

350S16216 33 33 43 43 33 33 33 43 43 43 43 43

24 43 43 54 54 43 43 54 54 54 54 54 68

550S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 43 43 54 33 33 43 43 43 43 43 54

— 100mph

350S16216 33 33 43 43 43 43 43 43 43 43 43 43

24 43 43 54 54 54 54 54 54 54 54 54 54

550S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 43 43 54 43 43 43 43 43 43 43 54

— 110mph

350S16216 43 43 43 43 43 43 43 43 43 43 54 54

24 54 54 54 68 54 54 54 68 68 68 68 68

550S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 43 43 43 54 43 43 43 43 43 43 43 54








WALL CONSTRUCTION


50 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 33 43 54 33 33 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 33 43 33 33 33 43

90mph —

350S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 33 43 54 33 33 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 33 43 33 33 33 43

100mph

85mph

350S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 33 43 54 33 33 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 33 43 33 33 33 43

110mph

90mph

350S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 43 43 43 54 43 43 43 54 43 43 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 33 43 33 33 33 43

— 100mph

350S16216 33 33 33 43 33 33 33 43 33 33 43 43

24 43 43 43 54 43 43 43 54 54 54 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 33 43 33 33 43 43

— 110mph

350S16216 33 33 33 43 33 33 33 43 43 43 43 43

24 43 43 43 54 43 43 43 54 54 54 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 33 43 33 33 43 43








WALL CONSTRUCTION


33 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 43 43 33 33 43 43 33 33 43 43

24 43 43 54 54 43 43 54 54 54 54 54 68

550S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 43 43 43 54 43 43 43 54 43 43 43 54

90mph —

350S16216 33 33 43 43 33 33 43 43 33 33 43 43

24 43 43 54 54 43 43 54 54 54 54 54 68

550S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 43 43 43 54 43 43 43 54 43 43 43 54

100mph

85mph

350S16216 33 33 43 43 33 33 43 43 43 43 43 43

24 43 43 54 68 43 43 54 54 54 54 54 68

550S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 43 43 43 54 43 43 43 54 43 43 43 54

110mph

90mph

350S16216 33 33 43 43 33 33 43 43 43 43 43 54

24 43 43 54 68 54 54 54 54 54 54 54 68

550S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 43 43 43 54 43 43 43 54 43 43 43 54

— 100mph

350S16216 33 33 43 43 43 43 43 43 43 43 43 54

24 54 54 54 68 54 54 54 68 54 68 68 68

550S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 43 43 43 54 43 43 43 54 43 43 43 54

— 110mph

350S16216 43 43 43 43 43 43 43 43 43 54 54 54

24 54 54 54 68 54 54 54 68 68 68 68 68

550S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 43 43 43 54 43 43 43 54 43 43 43 54








WALL CONSTRUCTION


50 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 43 43 43 54 33 33 43 54 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 43

90mph —

350S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 43 43 43 54 33 33 43 54 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 43

100mph

85mph

350S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 43 43 43 54 43 43 43 54 43 43 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 43

110mph

90mph

350S16216 33 33 33 43 33 33 33 43 33 33 43 43

24 43 43 43 54 43 43 43 54 43 43 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 43

— 100mph

350S16216 33 33 33 43 33 33 33 43 43 43 43 43

24 43 43 43 54 43 43 43 54 54 54 54 68

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 33 33 43 43

— 110mph

350S16216 33 33 43 43 33 33 33 43 43 43 43 43

24 43 43 54 54 43 43 54 54 54 54 54 68

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 33 33 43 43 33 33 43 43 43 43 43 43








WALL CONSTRUCTION


33 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 43 43 33 33 43 43 43 43 43 54

24 43 43 54 68 43 43 54 68 54 54 54 68

550S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 43 43 54 54 43 43 43 54 43 43 43 54

90mph —

350S16216 33 33 43 43 33 33 43 43 43 43 43 54

24 43 43 54 68 43 43 54 68 54 54 54 68

550S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 43 43 54 54 43 43 43 54 43 43 43 54

100mph

85mph

350S16216 33 33 43 43 33 33 43 43 43 43 43 54

24 43 43 54 68 43 43 54 68 54 54 54 68

550S16216 33 33 33 43 33 33 33 43 33 33 33 43

24 43 43 54 54 43 43 43 54 43 43 43 54

110mph

90mph

350S16216 33 33 43 43 43 43 43 43 43 43 43 54

24 43 43 54 68 54 54 54 68 54 54 68 68

550S16216 33 33 43 43 33 33 33 43 33 33 33 43

24 43 43 54 54 43 43 43 54 43 43 43 54

— 100mph

350S16216 43 43 43 54 43 43 43 54 43 43 54 54

24 54 54 54 68 54 54 54 68 68 68 68 97

550S16216 33 33 43 43 33 33 33 43 33 33 43 43

24 43 43 54 54 43 43 43 54 43 43 54 54

— 110mph

350S16216 43 43 43 54 43 43 43 54 54 54 54 54

24 54 54 54 68 54 54 68 68 68 68 68 97

550S16216 33 33 43 43 33 33 33 43 33 33 43 43

24 43 43 54 54 43 43 43 54 43 43 54 54








WALL CONSTRUCTION


50 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 43 33 33 33 43 33 33 43 43

24 43 43 43 54 43 43 43 54 43 43 54 54

550S16216 33 33 33 43 33 33 33 33 33 33 33 33

24 33 43 43 54 33 33 43 43 33 33 43 43

90mph —

350S16216 33 33 33 43 33 33 33 43 33 33 43 43

24 43 43 43 54 43 43 43 54 43 43 54 54

550S16216 33 33 33 43 33 33 33 33 33 33 33 33

24 33 43 43 54 33 33 43 43 33 33 43 43

100mph

85mph

350S16216 33 33 33 43 33 33 33 43 33 33 43 43

24 43 43 54 54 43 43 43 54 43 43 54 68

550S16216 33 33 33 43 33 33 33 33 33 33 33 33

24 33 43 43 54 33 33 43 43 33 33 43 43

110mph

90mph

350S16216 33 33 43 43 33 33 33 43 33 33 43 43

24 43 43 54 54 43 43 43 54 54 54 54 68

550S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 43 43 54 33 33 43 43 33 33 43 43

— 100mph

350S16216 33 33 43 43 33 33 33 43 43 43 43 43

24 43 43 54 54 43 43 54 54 54 54 54 68

550S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 43 43 54 33 33 43 43 33 43 43 43

— 110mph

350S16216 33 33 43 43 33 33 43 43 43 43 43 54

24 43 43 54 68 54 54 54 54 54 54 54 68

550S16216 33 33 33 43 33 33 33 33 33 33 33 43

24 33 43 43 54 33 33 43 43 43 43 43 54








WALL CONSTRUCTION

TABLE R603.3.2(22)24-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c

33 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 43 43 43 43 33 33 33 43 43 43 43 43

24 54 54 54 54 43 43 54 54 54 54 54 54

550S16216 33 33 43 43 33 33 33 33 33 33 33 43

24 43 43 54 54 43 43 43 43 43 43 43 54

90mph —

350S16216 43 43 43 43 33 33 33 43 43 43 43 43

24 54 54 54 54 43 43 54 54 54 54 54 54

550S16216 33 33 43 43 33 33 33 33 33 33 33 43

24 43 43 54 54 43 43 43 43 43 43 43 54

100mph

85mph

350S16216 43 43 43 43 33 33 33 43 43 43 43 43

24 54 54 54 54 54 54 54 54 54 54 54 68

550S16216 33 33 43 43 33 33 33 33 33 33 33 43

24 43 43 54 54 43 43 43 43 43 43 43 54

110mph

90mph

350S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 54 54 54 54 54 54 54 68 68

550S16216 33 33 43 43 33 33 33 33 33 33 33 43

24 43 43 54 54 43 43 43 43 43 43 43 54

— 100mph

350S16216 43 43 43 43 43 43 43 43 43 43 43 54

24 54 54 54 54 54 54 54 54 68 68 68 68

550S16216 33 33 43 43 33 33 33 33 33 33 33 43

24 43 43 54 54 43 43 43 43 43 43 43 54

— 110mph

350S16216 43 43 43 43 43 43 43 43 54 54 54 54

24 54 54 54 68 54 54 68 68 68 68 68 97

550S16216 33 33 43 43 33 33 33 33 33 33 33 43

24 43 43 54 54 43 43 43 43 43 43 43 54



Top and middle floor dead load is 10 psf.Top floor live load is 30 psf.Middle floor live load is 40 psf.Roof/ceiling dead load is 12 psf.Attic live load is 10 psf.





WALL CONSTRUCTION


50 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 33 33 33 43 33 33 33 33 33 33 33 33

24 43 43 54 54 43 43 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 43 43 43 43 43 43 43 43 43 43 43 43

90mph —

350S16216 33 33 33 43 33 33 33 33 33 33 33 33

24 43 43 54 54 43 43 43 43 43 43 43 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 43 43 43 43 43 43 43 43 43 43 43 43

100mph

85mph

350S16216 33 33 33 43 33 33 33 33 33 33 33 33

24 43 43 54 54 43 43 43 43 43 43 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 43 43 43 43 43 43 43 43 43 43 43 43

110mph

90mph

350S16216 33 33 33 43 33 33 33 33 33 33 43 43

24 43 43 54 54 43 43 43 43 54 54 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 43 43 43 43 43 43 43 43 43 43 43 43

— 100mph

350S16216 33 33 33 43 33 33 33 33 43 43 43 43

24 43 43 54 54 43 43 54 54 54 54 54 54

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 43 43 43 43 43 43 43 43 43 43 43 43

— 110mph

350S16216 33 33 33 43 33 33 33 43 43 43 43 43

24 54 54 54 54 54 54 54 54 54 54 54 68

550S16216 33 33 33 33 33 33 33 33 33 33 33 33

24 43 43 43 43 43 43 43 43 43 43 43 43



Top and middle floor dead load is 10 psf.Top floor live load is 30 psf.Middle floor live load is 40 psf.Attic live load is 10 psf.





WALL CONSTRUCTION


33 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 54 54 54 54 54 54 54 54 54

90mph —

350S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 54 54 54 54 54 54 54 54 54

100mph

85mph

350S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 68 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 54 54 54 54 54 54 54 54 54

110mph

90mph

350S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 68 68 68 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 54 54 54 54 54 54 54 54 54

— 100mph

350S16216 43 43 43 43 43 43 43 43 43 43 54 54

24 54 54 54 68 54 54 68 68 68 68 68 97

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 54 54 54 54 54 54 54 54 54

— 110mph

350S16216 43 43 43 43 43 43 43 43 54 54 54 54

24 54 68 68 68 68 68 68 68 68 68 97 97

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 54 54 54 54 54 54 54 54 54








WALL CONSTRUCTION


50 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 43 43 43 43 33 33 33 43 43 43 43 43

24 54 54 54 54 43 43 54 54 54 54 54 54

550S16216 33 33 33 43 33 33 33 33 33 33 33 33

24 43 43 43 54 43 43 43 43 43 43 43 43

90mph —

350S16216 43 43 43 43 33 33 33 43 43 43 43 43

24 54 54 54 54 43 43 54 54 54 54 54 54

550S16216 33 33 33 43 33 33 33 33 33 33 33 33

24 43 43 43 54 43 43 43 43 43 43 43 43

100mph

85mph

350S16216 43 43 43 43 33 33 33 43 43 43 43 43

24 54 54 54 54 43 43 54 54 54 54 54 54

550S16216 33 33 33 43 33 33 33 33 33 33 33 33

24 43 43 43 54 43 43 43 43 43 43 43 43

110mph

90mph

350S16216 43 43 43 43 33 33 33 43 43 43 43 43

24 54 54 54 54 43 43 54 54 54 54 54 54

550S16216 33 33 33 43 33 33 33 33 33 33 33 33

24 43 43 43 54 43 43 43 43 43 43 43 43

— 100mph

350S16216 43 43 43 43 33 33 33 43 43 43 43 43

24 54 54 54 54 54 54 54 54 54 54 54 68

550S16216 33 33 33 43 33 33 33 33 33 33 33 33

24 43 43 43 54 43 43 43 43 43 43 43 43

— 110mph

350S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 54 54 54 54 54 68 68 68 68

550S16216 33 33 33 43 33 33 33 33 33 33 33 33

24 43 43 43 54 43 43 43 43 43 43 43 43








WALL CONSTRUCTION


33 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 43 43 43 54 43 43 43 43 43 43 43 54

24 68 68 68 68 54 54 68 68 68 68 68 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 54

90mph —

350S16216 43 43 43 54 43 43 43 43 43 43 43 54

24 68 68 68 68 54 54 68 68 68 68 68 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 54

100mph

85mph

350S16216 43 43 43 54 43 43 43 43 43 43 43 54

24 68 68 68 68 54 54 68 68 68 68 68 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 54

110mph

90mph

350S16216 43 43 43 54 43 43 43 43 43 43 54 54

24 68 68 68 68 54 54 68 68 68 68 68 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 54

— 100mph

350S16216 43 43 43 54 43 43 43 43 54 54 54 54

24 68 68 68 68 68 68 68 68 68 68 97 97

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 54

— 110mph

350S16216 43 43 43 54 43 43 54 54 54 54 54 54

24 68 68 68 68 68 68 68 68 97 97 97 97

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 54








WALL CONSTRUCTION


50 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 68

550S16216 43 43 43 43 33 33 33 43 33 33 43 43

24 54 54 54 54 43 43 43 54 43 43 54 54

90mph —

350S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 68

550S16216 43 43 43 43 33 33 33 43 33 33 43 43

24 54 54 54 54 43 43 43 54 43 43 54 54

100mph

85mph

350S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 68

550S16216 43 43 43 43 33 33 33 43 33 33 43 43

24 54 54 54 54 43 43 43 54 43 43 54 54

110mph

90mph

350S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 68

550S16216 43 43 43 43 33 33 33 43 33 33 43 43

24 54 54 54 54 43 43 43 54 43 43 54 54

— 100mph

350S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 68 68 68 68

550S16216 43 43 43 43 33 33 33 43 33 33 43 43

24 54 54 54 54 43 43 43 54 43 43 54 54

— 110mph

350S16216 43 43 43 43 43 43 43 43 43 43 43 54

24 54 54 54 68 54 54 54 54 68 68 68 68

550S16216 43 43 43 43 33 33 33 43 33 33 43 43

24 54 54 54 54 43 43 43 54 43 43 54 54








WALL CONSTRUCTION


33 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 54 54 54 54 43 43 43 54 54 54 54 54

24 68 68 68 97 68 68 68 68 68 68 68 97

550S16216 43 43 43 54 43 43 43 43 43 43 43 43

24 68 68 68 68 54 54 54 68 54 54 68 68

90mph —

350S16216 54 54 54 54 43 43 43 54 54 54 54 54

24 68 68 68 97 68 68 68 68 68 68 68 97

550S16216 43 43 43 54 43 43 43 43 43 43 43 43

24 68 68 68 68 54 54 54 68 54 54 68 68

100mph

85mph

350S16216 54 54 54 54 43 43 43 54 54 54 54 54

24 68 68 68 97 68 68 68 68 68 68 68 97

550S16216 43 43 43 54 43 43 43 43 43 43 43 43

24 68 68 68 68 54 54 54 68 54 54 68 68

110mph

90mph

350S16216 54 54 54 54 43 43 43 54 54 54 54 54

24 68 68 68 97 68 68 68 68 68 68 97 97

550S16216 43 43 43 54 43 43 43 43 43 43 43 43

24 68 68 68 68 54 54 54 68 54 54 68 68

— 100mph

350S16216 54 54 54 54 43 43 54 54 54 54 54 54

24 68 68 68 97 68 68 68 68 97 97 97 97

550S16216 43 43 43 54 43 43 43 43 43 43 43 43

24 68 68 68 68 54 54 54 68 54 54 68 68

— 110mph

350S16216 54 54 54 54 54 54 54 54 54 54 54 68

24 68 68 68 97 68 68 68 97 97 97 97 97

550S16216 43 43 43 54 43 43 43 43 43 43 43 43

24 68 68 68 68 54 54 54 68 54 54 68 68








WALL CONSTRUCTION


50 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 43 43 43 54 43 43 43 43 43 43 43 43

24 68 68 68 68 54 54 54 68 68 68 68 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 54 54 54 54 54 54 54 54 54

90mph —

350S16216 43 43 43 54 43 43 43 43 43 43 43 43

24 68 68 68 68 54 54 54 68 68 68 68 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 54 54 54 54 54 54 54 54 54

100mph

85mph

350S16216 43 43 43 54 43 43 43 43 43 43 43 43

24 68 68 68 68 54 54 54 68 68 68 68 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 54 54 54 54 54 54 54 54 54

110mph

90mph

350S16216 43 43 43 54 43 43 43 43 43 43 43 43

24 68 68 68 68 54 54 54 68 68 68 68 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 54 54 54 54 54 54 54 54 54

— 100mph

350S16216 43 43 43 54 43 43 43 43 43 43 43 54

24 68 68 68 68 54 54 54 68 68 68 68 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 54 54 54 54 54 54 54 54 54

— 110mph

350S16216 43 43 43 54 43 43 43 43 43 54 54 54

24 68 68 68 68 54 54 68 68 68 68 68 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 54 54 54 54 54 54 54 54 54








WALL CONSTRUCTION


33 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 54 54 54 54 54 54 54 54 54 54 54 54

24 97 97 97 97 68 68 68 97 97 97 97 97

550S16216 54 54 54 54 43 43 54 54 43 43 54 54

24 68 68 68 68 68 68 68 68 68 68 68 68

90mph —

350S16216 54 54 54 54 54 54 54 54 54 54 54 54

24 97 97 97 97 68 68 68 97 97 97 97 97

550S16216 54 54 54 54 43 43 54 54 43 43 54 54

24 68 68 68 68 68 68 68 68 68 68 68 68

100mph

85mph

350S16216 54 54 54 54 54 54 54 54 54 54 54 54

24 97 97 97 97 68 68 68 97 97 97 97 97

550S16216 54 54 54 54 43 43 54 54 43 43 54 54

24 68 68 68 68 68 68 68 68 68 68 68 68

110mph

90mph

350S16216 54 54 54 54 54 54 54 54 54 54 54 54

24 97 97 97 97 68 68 68 97 97 97 97 97

550S16216 54 54 54 54 43 43 54 54 43 43 54 54

24 68 68 68 68 68 68 68 68 68 68 68 68

— 100mph

350S16216 54 54 54 54 54 54 54 54 54 54 54 54

24 97 97 97 97 68 68 68 97 97 97 97 97

550S16216 54 54 54 54 43 43 54 54 43 43 54 54

24 68 68 68 68 68 68 68 68 68 68 68 68

— 110mph

350S16216 54 54 54 54 54 54 54 54 54 54 68 68

24 97 97 97 97 68 68 97 97 97 97 97 97

550S16216 54 54 54 54 43 43 54 54 43 43 54 54

24 68 68 68 68 68 68 68 68 68 68 68 68








WALL CONSTRUCTION


50 ksi STEEL

WINDSPEED

MEMBERSIZE

STUDSPACING(inches)



Exp. B Exp. C


20 30 50 70 20 30 50 70 20 30 50 70

85mph —

350S16216 54 54 54 54 43 43 43 43 43 54 54 54

24 68 68 68 68 68 68 68 68 68 68 68 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 54

90mph —

350S16216 54 54 54 54 43 43 43 43 43 54 54 54

24 68 68 68 68 68 68 68 68 68 68 68 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 54

100mph

85mph

350S16216 54 54 54 54 43 43 43 43 43 54 54 54

24 68 68 68 68 68 68 68 68 68 68 68 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 54

110mph

90mph

350S16216 54 54 54 54 43 43 43 43 43 54 54 54

24 68 68 68 68 68 68 68 68 68 68 68 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 54

— 100mph

350S16216 54 54 54 54 43 43 43 43 43 54 54 54

24 68 68 68 68 68 68 68 68 68 68 68 68

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 54

— 110mph

350S16216 54 54 54 54 43 43 43 43 54 54 54 54

24 68 68 68 68 68 68 68 68 68 68 68 97

550S16216 43 43 43 43 43 43 43 43 43 43 43 43

24 54 54 54 68 54 54 54 54 54 54 54 54








WALL CONSTRUCTION

BEND SECTION OR CLIP FLANGETO FORM VERTICAL

1½ x 33 MIL

FLAT STRIP (MINIMUM)

″

WALL FRAMING

TRACK/STUD BLOCKING @ ENDS OFSTRAP & INTERMITTENTLY EVERY 12′

2–NO. 8 SCREWS @ STRAP TO BLOCKING

NO. 8 SCREW@ EACH STRAP TO STUD


FIGURE R603.3.3(1)STUD BRACING WITH STRAPPING ONLY

STUD/TRAK BLOCKING@ EACH END OF STRAP& INTERMITTENTLY EVERY 12′

WALL SHEATHING

WALL FRAMING

1½ x 33 MIL

FLAT STRAP

″

BEND SECTION OR CLIPFLANGE TO FORM VERTICAL

2 NO. 8 SCREWS@ STRAP TO BLOCKING

NO. 8 SCREW@ EACH STRAP TO STUD


FIGURE R603.3.3(2)STUD BRACING WITH STRAPPING AND SHEATHING MATERIAL




WALL CONSTRUCTION

6MINIM

UM

″

4–NO. 8 SCREWSON EACH SIDE OF SPLICE

STUD SECTION INSIDE TRACK


FIGURE R603.3.5TRACK SPLICE

NO. 6 SCREWS

TRACK

INTERIOR GYPSUMWALL BOARD FINISH

EXTERIORWALL STUD

PLAN

ALTERNATE PLAN

2 NO. 8 SCREWS@ 24 O.C. CONNECTING

CORNER STUDS

″

4–NO. 8 SCREWS AT LAPPED TRACK

CLIP TRACK FLANGEAT LAP JOINT

TRACK


FIGURE R603.4CORNER FRAMING




WALL CONSTRUCTION

TABLE R603.3.2.1(1)ALL BUILDING WIDTHS

GABLE ENDWALLS 8, 9 OR 10 FEET IN HEIGHTa,b,c

33 ksi STEEL

WIND SPEED

MEMBER SIZESTUD SPACING

(inches)

MINIMUM STUD THICKNESS (Mils)

Exp. B Exp. C 8-foot studs 9-foot studs 10-foot studs

85 mph —

350S16216 33 33 33

24 33 33 33

550S16216 33 33 33

24 33 33 33

90 mph —

350S16216 33 33 33

24 33 33 33

550S16216 33 33 33

24 33 33 33

100 mph 85 mph

350S16216 33 33 33

24 33 33 43

550S16216 33 33 33

24 33 33 33

110 mph 90 mph

350S16216 33 33 33

24 33 33 43

550S16216 33 33 33

24 33 33 33

— 100 mph

350S16216 33 33 43

24 43 43 54

550S16216 33 33 33

24 33 33 33

— 110 mph

350S16216 33 43 43

24 43 54 54

550S16216 33 33 33

24 33 33 43

For SI: 1 inch = 25.4, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479kPa, 1 ksi = 6.895 MPa.a. Deflection criterion L/240.b. Design load assumptions:

Ground snow load is 70 psf.Roof and ceiling dead load is 12 psf.Floor dead load is 10 psf.Floor live load is 40 psf.Attic dead load is 10 psf.





WALL CONSTRUCTION


GABLE ENDWALLS 8, 9 OR 10 FEET IN HEIGHTa,b,c

50 ksi STEEL

WIND SPEED

MEMBER SIZESTUD SPACING

(inches)


Exp. B Exp. C 8-foot studs 9-foot studs 10-foot studs

85 mph —

350S16216 33 33 33

24 33 33 33

550S16216 33 33 33

24 33 33 33

90 mph —

350S16216 33 33 33

24 33 33 33

550S16216 33 33 33

24 33 33 33

100 mph 85 mph

350S16216 33 33 33

24 33 33 33

550S16216 33 33 33

24 33 33 33

110 mph 90 mph

350S16216 33 33 33

24 33 33 43

550S16216 33 33 33

24 33 33 33

— 100 mph

350S16216 33 33 33

24 33 33 43

550S16216 33 33 33

24 33 33 33

— 110 mph

350S16216 33 33 33

24 33 43 54

550S16216 33 33 33

24 33 33 33







WALL CONSTRUCTION


GABLE ENDWALLS OVER 10 FEET IN HEIGHTa,b,c

33 ksi STEEL

WIND SPEED

MEMBERSIZE

STUDSPACING(inches)


Exp. B Exp. C

Stud Height, h (feet)

10 h 12 12 h 14 14 h 16 16 h 18 18 h 20 20 h 22

85 mph —

350S16216 33 43 54 97 — —

24 43 54 97 — — —

550S16216 33 33 33 43 43 54

24 33 33 43 54 68 97

90 mph —

350S16216 33 43 68 97 — —

24 43 68 97 — — —

550S16216 33 33 33 43 54 54

24 33 33 43 54 68 97

100 mph 85 mph

350S16216 43 54 97 — — —

24 54 97 — — — —

550S16216 33 33 43 54 54 68

24 33 43 54 68 97 97

110 mph 90 mph

350S16216 43 68 — — — —

24 68 — — — — —

550S16216 33 43 43 54 68 97

24 43 54 68 97 97 —

— 100 mph

350S16216 54 97 — — — —

24 97 — — — — —

550S16216 33 43 54 68 97 —

24 43 68 97 97 — —

— 110 mph

350S16216 68 97 — — — —

24 97 — — — — —

550S16216 43 54 68 97 97 —

24 54 68 97 — — —







WALL CONSTRUCTION


GABLE ENDWALLS OVER 10 FEET IN HEIGHTa,b,c

50 ksi STEEL

WIND SPEED

MEMBERSIZE

STUDSPACING(inches)


Exp. B Exp. C

Stud Height, h (feet)

10 h 12 12 h 14 14 h 16 16 h 18 18 h 20 20 h 22

85 mph —

350S16216 33 43 54 97 — —

24 33 54 97 — — —

550S16216 33 33 33 33 43 54

24 33 33 33 43 54 97

90 mph —

350S16216 33 43 68 97 — —

24 43 68 97 — — —

550S16216 33 33 33 33 43 54

24 33 33 43 43 68 97

100 mph 85 mph

350S16216 33 54 97 — — —

24 54 97 — — — —

550S16216 33 33 33 43 54 68

24 33 33 43 54 97 97

110 mph 90 mph

350S16216 43 68 — — — —

24 68 — — — — —

550S16216 33 33 43 43 68 97

24 33 43 54 68 97 —

— 100 mph

350S16216 54 97 — — — —

24 97 — — — — —

550S16216 33 33 43 54 97 —

24 43 54 54 97 — —

— 110 mph

350S16216 54 97 — — — —

24 97 — — — — —

550S16216 33 43 54 68 97 —

24 43 54 68 97 — —







WALL CONSTRUCTION

2 NO.8 SCREWS @ 24 O.C.

ONE PER FLANGE

″

C-SHAPES

2 NO. 8 SCREWS AT24 ON CENTER,

ONE PER FLANGE

″

TRACK

TRACK

TRACK OR C-SHAPEATTACH WITH NO. 8 SCREWS(MINIMUM DEPTH = HEADERDEPTH MINUS ½ INCH)

KING STUD(S)

JACK STUD(S)

NO. 8 SCREWS THROUGHSHEATHING TO EACHJACK AND KING STUDAT 12 ON CENTER″

STRUCTURAL SHEATHING

TRACK

CRIPPLE STUD


FIGURE R603.6(1)BOX BEAM HEADER

2-NO. 8 SCREWSAT 24 ON CENTER

(2 SCREWS THROUGHTOP FLANGES AND2 SCREWS THROUGHBOTTOM FLANGES)

″

BACK-T0-BACKC-SHAPES

2-NO. 8 SCREWSAT 24 ON CENTER″

CRIPPLE STUD

TRACK

STRUCTURAL SHEATHING

NO. 8 SCREWS THROUGHSHEATHING TO EACH JACK& KING STUD AT 12 ON CENTER″

KING STUDS (AS REQUIRED)

JACK STUDS (AS REQUIRED)

TRACK

2 x 2 CLIP ANGLE ATTACHED

WITH NO. 8 SCREWS,MINIMUM LENGTH = WEB DEPTHMINUS ½ INCH

″ ″

TRACK


FIGURE 603.6(2)BACK-TO-BACK HEADER




WALL CONSTRUCTION

CRIPPLE STUD

HEAD TRACK

JACK STUD(S)

TRACK OR C-SHAPE

KING STUD(S)

C-SHAPES

FIGURE R603.6.1(1)BOX BEAM HEADER IN GABLE ENDWALL

KING STUD(S)

2 IN. × 2 IN. CLIP ANGLE

JACK STUD(S)

CRIPPLE STUD

HEAD TRACK

C-SHAPES


FIGURE R603.6.1(2)BACK-TO-BACK HEADER IN GABLE ENDWALL




WALL CONSTRUCTION

TABLE R603.6(1)BOX-BEAM HEADER SPANS

Headers Supporting Roof and Ceiling Only (33 ksi steel)a, b

MEMBERDESIGNATION

GROUND SNOW LOAD(20 psf)


Building widthc (feet) Building widthc (feet)

24 28 32 36 40 24 28 32 36 40

2-350S162-33 3′-3″ 2′-8″ 2′-2″ — — 2′-8″ 2′-2″ — — —

2-350S162-43 4′-2″ 3′-9″ 3′-4″ 2′-11″ 2′-7″ 3′-9″ 3′-4″ 2′-11″ 2′-7″ 2′-2″

2-350S162-54 5′-0″ 4′-6″ 4′-1″ 3′-8″ 3′-4″ 4′-6″ 4′-1″ 3′-8″ 3′-3″ 3′-0″

2-350S162-68 5′-7″ 5′-1″ 4′-7″ 4′-3″ 3′-10″ 5′-1″ 4′-7″ 4′-2″ 3′-10″ 3′-5″

2-350S162-97 7′-1″ 6′-6″ 6′-1″ 5′-8″ 5′-3″ 6′-7″ 6′-1″ 5′-7″ 5′-3″ 4′-11″

2-550S162-33 4′-8″ 4′-0″ 3′-6″ 3′-0″ 2′-6″ 4′-1″ 3′-6″ 3′-0″ 2′-6″ —

2-550S162-43 6′-0″ 5′-4″ 4′-10″ 4′-4″ 3′-11″ 5′-5″ 4′-10″ 4′-4″ 3′-10″ 3′-5″

2-550S162-54 7′-0″ 6′-4″ 5′-9″ 5′-4″ 4′-10″ 6′-5″ 5′-9″ 5′-3″ 4′-10″ 4′-5″

2-550S162-68 8′-0″ 7′-4″ 6′-9″ 6′-3″ 5′-10″ 7′-5″ 6′-9″ 6′-3″ 5′-9″ 5′-4″

2-550S162-97 9′-11″ 9′-2″ 8′-6″ 8′-0″ 7′-6″ 9′-3″ 8′-6″ 8′-0″ 7′-5″ 7′-0″

2-800S162-33 4′-5″ 3′-11″ 3′-5″ 3′-1″ 2′-10″ 3′-11″ 3′-6″ 3′-1″ 2′-9″ 2′-3″

2-800S162-43 7′-3″ 6′-7″ 5′-11″ 5′-4″ 4′-10″ 6′-7″ 5′-11″ 5′-4″ 4′-9″ 4′-3″

2-800S162-54 8′-10″ 8′-0″ 7′-4″ 6′-9″ 6′-2″ 8′-1″ 7′-4″ 6′-8″ 6′-1″ 5′-7″

2-800S162-68 10′-5″ 9′-7″ 8′-10″ 8′-2″ 7′-7″ 9′-8″ 8′-10″ 8′-1″ 7′-6″ 7′-0″

2-800S162-97 13′-1″ 12′-1″ 11′-3″ 10′-7″ 10′-0″ 12′-2″ 11′-4″ 10′-6″ 10′-0″ 9′-4″

2-1000S162-43 7′-10″ 6′-10″ 6′-1″ 5′-6″ 5′-0″ 6′-11″ 6′-1″ 5′-5″ 4′-11″ 4′-6″

2-1000S162-54 10′-0″ 9′-1″ 8′-3″ 7′-7″ 7′-0″ 9′-2″ 8′-4″ 7′-7″ 6′-11″ 6′-4″

2-1000S162-68 11′-11″ 10′-11″ 10′-1″ 9′-4″ 8′-8″ 11′-0″ 10′-1″ 9′-3″ 8′-7″ 8′-0″

2-1000S162-97 15′-3″ 14′-3″ 13′-5″ 12′-6″ 11′-10″ 14′-4″ 13′-5″ 12′-6″ 11′-9″ 11′-0″

2-1200S162-54 11′-1″ 10′-0″ 9′-2″ 8′-5″ 7′-9″ 10′-1″ 9′-2″ 8′-4″ 7′-7″ 7′-0″

2-1200S162-68 13′-3″ 12′-1″ 11′-2″ 10′-4″ 9′-7″ 12′-3″ 11′-2″ 10′-3″ 9′-6″ 8′-10″

2-1200S162-97 16′-8″ 15′-7″ 14′-8″ 13′-11″ 13′-3″ 15′-8″ 14′-8″ 13′-11″ 13′-2″ 12′-6″For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa.a. Deflection criterion: L/360 for live loads, L/240 for total loads.b. Design load assumptions:

Roof/Ceiling dead load is 12 psf.Attic dead load is 10 psf.

c. Building width is in the direction of horizontal framing members supported by the header.




WALL CONSTRUCTION



MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 4′-4″ 3′-11″ 3′-6″ 3′-2″ 2′-10″ 3′-11″ 3′-6″ 3′-1″ 2′-9″ 2′-5″

2-350S162-43 5′-6″ 5′-0″ 4′-7″ 4′-2″ 3′-10″ 5′-0″ 4′-7″ 4′-2″ 3′-10″ 3′-6″

2-350S162-54 6′-2″ 5′-10″ 5′-8″ 5′-3″ 4′-10″ 5′-11″ 5′-8″ 5′-2″ 4′-10″ 4′-6″

2-350S162-68 6′-7″ 6′-3″ 6′-0″ 5′-10″ 5′-8″ 6′-4″ 6′-1″ 5′-10″ 5′-8″ 5′-6″

2-350S162-97 7′-3″ 6′-11″ 6′-8″ 6′-5″ 6′-3″ 7′-0″ 6′-8″ 6′-5″ 6′-3″ 6′-0″

2-550S162-33 6′-2″ 5′-6″ 5′-0″ 4′-7″ 4′-2″ 5′-7″ 5′-0″ 4′-6″ 4′-1″ 3′-8″

2-550S162-43 7′-9″ 7′-2″ 6′-7″ 6′-1″ 5′-8″ 7′-3″ 6′-7″ 6′-1″ 5′-7″ 5′-2″

2-550S162-54 8′-9″ 8′-5″ 8′-1″ 7′-9″ 7′-3″ 8′-6″ 8′-1″ 7′-8″ 7′-2″ 6′-8″

2-550S162-68 9′-5″ 9′-0″ 8′-8″ 8′-4″ 8′-1″ 9′-1″ 8′-8″ 8′-4″ 8′-1″ 7′-10″

2-550S162-97 10′-5″ 10′-0″ 9′-7″ 9′-3″ 9′-0″ 10′-0″ 9′-7″ 9′-3″ 8′-11″ 8′-8″

2-800S162-33 4′-5″ 3′-11″ 3′-5″ 3′-1″ 2′-10″ 3′-11″ 3′-6″ 3′-1″ 2′-9″ 2′-6″

2-800S162-43 9′-1″ 8′-5″ 7′-8″ 6′-11″ 6′-3″ 8′-6″ 7′-8″ 6′-10″ 6′-2″ 5′-8″

2-800S162-54 10′-10″ 10′-2″ 9′-7″ 9′-0″ 8′-5″ 10′-2″ 9′-7″ 8′-11″ 8′-4″ 7′-9″

2-800S162-68 12′-8″ 11′-10″ 11′-2″ 10′-7″ 10′-1″ 11′-11″ 11′-2″ 10′-7″ 10′-0″ 9′-6″

2-800S162-97 14′-2″ 13′-6″ 13′-0″ 12′-7″ 12′-2″ 13′-8″ 13′-1″ 12′-7″ 12′-2″ 11′-9″

2-1000S162-43 7′-10″ 6′-10″ 6′-1″ 5′-6″ 5′-0″ 6′-11″ 6′-1″ 5′-5″ 4′-11″ 4′-6″

2-1000S162-54 12′-3″ 11′-5″ 10′-9″ 10′-2″ 9′-6″ 11′-6″ 10′-9″ 10′-1″ 9′-5″ 8′-9″

2-1000S162-68 14′-5″ 13′-5″ 12′-8″ 12′-0″ 11′-6″ 13′-6″ 12′-8″ 12′-0″ 11′-5″ 10′-10″

2-1000S162-97 17′-1″ 16′-4″ 15′-8″ 14′-11″ 14′-3″ 16′-5″ 15′-9″ 14′-10″ 14′-1″ 13′-6″

2-1200S162-54 12′-11″ 11′-3″ 10′-0″ 9′-0″ 8′-2″ 11′-5″ 10′-0″ 9′-0″ 8′-1″ 7′-4″

2-1200S162-68 15′-11″ 14′-10″ 14′-0″ 13′-4″ 12′-8″ 15′-0″ 14′-0″ 13′-3″ 12′-7″ 11′-11″







WALL CONSTRUCTION



MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 — — — — — — — — — —

2-350S162-43 2′-4″ — — — — — — — — —

2-350S162-54 3′-1″ 2′-8″ 2′-3″ — — 2′-1″ — — — —

2-350S162-68 3′-7″ 3′-2″ 2′-8″ 2′-3″ — 2′-6″ — — — —

2-350S162-97 5′-1″ 4′-7″ 4′-3″ 3′-11″ 3′-7″ 4′-1″ 3′-8″ 3′-4″ 3′-0″ 2′-8″

2-550S162-33 2′-2″ — — — — — — — — —

2-550S162-43 3′-8″ 3′-1″ 2′-6″ — — 2′-3″ — — — —

2-550S162-54 4′-7″ 4′-0″ 3′-6″ 3′-0″ 2′-6″ 3′-3″ 2′-8″ 2′-1″ — —

2-550S162-68 5′-6″ 4′-11″ 4′-5″ 3′-11″ 3′-6″ 4′-3″ 3′-8″ 3′-1″ 2′-7″ 2′-1″

2-550S162-97 7′-3″ 6′-7″ 6′-1″ 5′-8″ 5′-3″ 5′-11″ 5′-4″ 4′-11″ 4′-6″ 4′-1″

2-800S162-33 2′-7″ — — — — — — — — —

2-800S162-43 4′-6″ 3′-9″ 3′-1″ 2′-5″ — 2′-10″ — — — —

2-800S162-54 5′-10″ 5′-1″ 4′-6″ 3′-11″ 3′-4″ 4′-3″ 3′-6″ 2′-9″ — —

2-800S162-68 7′-2″ 6′-6″ 5′-10″ 5′-3″ 4′-8″ 5′-7″ 4′-10″ 4′-2″ 3′-7″ 2′-11″

2-800S162-97 9′-7″ 8′-9″ 8′-2″ 7′-7″ 7′-0″ 7′-11″ 7′-2″ 6′-7″ 6′-0″ 5′-7″

2-1000S162-43 4′-8″ 4′-1″ 3′-6″ 2′-9″ — 3′-3″ 2′-2″ — — —

2-1000S162-54 6′-7″ 5′-10″ 5′-1″ 4′-5″ 3′-9″ 4′-10″ 4′-0″ 3′-2″ 2′-3″ —

2-1000S162-68 8′-3″ 7′-5″ 6′-8″ 6′-0″ 5′-5″ 6′-5″ 5′-7″ 4′-9″ 4′-1″ 3′-5″

2-1000S162-97 11′-4″ 10′-5″ 9′-8″ 9′-0″ 8′-5″ 9′-5″ 8′-6″ 7′-10″ 7′-2″ 6′-7″

2-1200S162-54 7′-3″ 6′-5″ 5′-7″ 4′-10″ 4′-2″ 5′-4″ 4′-4″ 3′-5″ 2′-5″ —

2-1200S162-68 9′-2″ 8′-2″ 7′-5″ 6′-8″ 6′-0″ 7′-1″ 6′-2″ 5′-4″ 4′-6″ 3′-9″







WALL CONSTRUCTION



MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 2′-7″ 2′-2″ — — — — — — — —

2-350S162-43 3′-8″ 3′-3″ 2′-10″ 2′-6″ 2′-1″ 2′-8″ 2′-3″ — — —

2-350S162-54 4′-8″ 4′-2″ 3′-9″ 3′-5″ 3′-1″ 3′-7″ 3′-2″ 2′-9″ 2′-5″ 2′-0″

2-350S162-68 5′-7″ 5′-2″ 4′-9″ 4′-4″ 3′-11″ 4′-7″ 4′-1″ 3′-7″ 3′-2″ 2′-10″

2-350S162-97 6′-2″ 5′-11″ 5′-8″ 5′-6″ 5′-4″ 5′-8″ 5′-5″ 5′-3″ 4′-11″ 4′-7″

2-550S162-33 3′-11″ 3′-4″ 2′-10″ 2′-4″ — 2′-7″ — — — —

2-550S162-43 5′-4″ 4′-10″ 4′-4″ 3′-10″ 3′-5″ 4′-2″ 3′-7″ 3′-1″ 2′-7″ 2′-1″

2-550S162-54 6′-11″ 6′-3″ 5′-9″ 5′-3″ 4′-9″ 5′-6″ 4′-11″ 4′-5″ 3′-11″ 3′-5″

2-550S162-68 8′-0″ 7′-6″ 6′-11″ 6′-5″ 5′-11″ 6′-9″ 6′-1″ 5′-6″ 5′-0″ 4′-7″

2-550S162-97 8′-11″ 8′-6″ 8′-2″ 7′-11″ 7′-8″ 8′-1″ 7′-9″ 7′-6″ 7′-1″ 6′-7″

2-800S162-33 2′-8″ 2′-4″ 2′-1″ 1′-11″ 1′-9″ 2′-0″ 1′-9″ — — —

2-800S162-43 5′-10″ 5′-2″ 4′-7″ 4′-2″ 3′-10″ 4′-5″ 3′-11″ 3′-6″ 3′-0″ 2′-6″

2-800S162-54 8′-0″ 7′-3″ 6′-8″ 6′-1″ 5′-7″ 6′-5″ 5′-9″ 5′-1″ 4′-7″ 4′-0″

2-800S162-68 9′-9″ 9′-0″ 8′-3″ 7′-8″ 7′-1″ 8′-0″ 7′-3″ 6′-7″ 6′-0″ 5′-6″

2-800S162-97 12′-1″ 11′-7″ 11′-2″ 10′-8″ 10′-2″ 11′-0″ 10′-4″ 9′-9″ 9′-2″ 8′-7″

2-1000S162-43 4′-8″ 4′-1″ 3′-8″ 3′-4″ 3′-0″ 3′-6″ 3′-1″ 2′-9″ 2′-6″ 2′-3″

2-1000S162-54 9′-1″ 8′-2″ 7′-3″ 6′-7″ 6′-0″ 7′-0″ 6′-2″ 5′-6″ 5′-0″ 4′-6″

2-1000S162-68 11′-1″ 10′-2″ 9′-5″ 8′-8″ 8′-1″ 9′-1″ 8′-3″ 7′-6″ 6′-10″ 6′-3″

2-1000S162-97 13′-9″ 12′-11″ 12′-2″ 11′-7″ 11′-1″ 11′-11″ 11′-3″ 10′-7″ 9′-11″ 9′-4″

2-1200S162-54 7′-8″ 6′-9″ 6′-1″ 5′-6″ 5′-0″ 5′-10″ 5′-1″ 4′-7″ 4′-1″ 3′-9″

2-1200S162-68 12′-3″ 11′-3″ 10′-4″ 9′-7″ 8′-11″ 10′-1″ 9′-1″ 8′-3″ 7′-6″ 6′-10″

2-1200S162-97 15′-4″ 14′-5″ 13′-7″ 12′-11″ 12′-4″ 13′-4″ 12′-6″ 11′-10″ 11′-1″ 10′-5″For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.a. Deflection criterion: L/360 for live loads, L/240 for total loads.b. Design load assumptions:






WALL CONSTRUCTION


Headers Supporting One Floor, Roof and Ceiling (33 ksi steel)a, b

MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 — — — — — — — — — —

2-350S162-43 2′-2″ — — — — 2′-1″ — — — —

2-350S162-54 2′-11″ 2′-5″ — — — 2′-10″ 2′-4″ — — —

2-350S162-68 3′-8″ 3′-2″ 2′-9″ 2′-4″ — 3′-7″ 3′-1″ 2′-8″ 2′-3″ —

2-350S162-97 4′-11″ 4′-5″ 4′-2″ 3′-8″ 3′-5″ 4′-10″ 4′-5″ 4′-0″ 3′-8″ 3′-4″

2-550S162-33 — — — — — — — — — —

2-550S162-43 3′-5″ 2′-9″ 2′-1″ — — 3′-3″ 2′-7″ — — —

2-550S162-54 4′-4″ 3′-9″ 3′-2″ 2′-7″ 2′-1″ 4′-3″ 3′-7″ 3′-1″ 2′-6″ —

2-550S162-68 5′-3″ 4′-8″ 4′-1″ 3′-7″ 3′-2″ 5′-2″ 4′-7″ 4′-0″ 3′-6″ 3′-1″

2-550S162-97 7′-0″ 6′-5″ 5′-10″ 5′-5″ 5′-0″ 6′-11″ 6′-4″ 5′-9″ 5′-4″ 4′-11″

2-800S162-33 2′-1″ — — — — — — — — —

2-800S162-43 4′-2″ 3′-4″ 2′-7″ — — 4′-0″ 3′-3″ 2′-5″ — —

2-800S162-54 5′-6″ 4′-9″ 4′-1″ 3′-5″ 2′-9″ 5′-5″ 4′-8″ 3′-11″ 3′-3″ 2′-8″

2-800S162-68 6′-11″ 6′-2″ 5′-5″ 4′-10″ 4′-3″ 6′-9″ 6′-0″ 5′-4″ 4′-8″ 4′-1″

2-800S162-97 9′-4″ 8′-6″ 7′-10″ 7′-3″ 6′-8″ 9′-2″ 8′-4″ 7′-8″ 7′-1″ 6′-7″

2-1000S162-43 4′-4″ 3′-9″ 2′-11″ — — 4′-3″ 3′-8″ 2′-9″ — —

2-1000S162-54 6′-3″ 5′-5″ 4′-7″ 3′-11″ 3′-2″ 6′-1″ 5′-3″ 4′-6″ 3′-9″ 3′-0″

2-1000S162-68 7′-11″ 7′-0″ 6′-3″ 5′-6″ 4′-10″ 7′-9″ 6′-10″ 6′-1″ 5′-4″ 4′-9″

2-1000S162-97 11′-0″ 10′-1″ 9′-3″ 8′-7″ 8′-0″ 10′-11″ 9′-11″ 9′-2″ 8′-5″ 7′-10″

2-1200S162-54 6′-11″ 5′-11″ 5′-1″ 4′-3″ 3′-5″ 6′-9″ 5′-9″ 4′-11″ 4′-1″ 3′-3″

2-1200S162-68 8′-9″ 7′-9″ 6′-11″ 6′-1″ 5′-4″ 8′-7″ 7′-7″ 6′-9″ 5′-11″ 5′-3″


Second floor dead load is 10 psf.Roof/Ceiling dead load is 12 psf.Second floor live load is 30 psf.Attic dead load is 10 psf.





WALL CONSTRUCTION



MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 2′-4″ — — — — 2′-3″ — — — —

2-350S162-43 3′-4″ 2′-11″ 2′-6″ 2′-1″ — 3′-3″ 2′-10″ 2′-5″ 2′-0″ —

2-350S162-54 4′-4″ 3′-10″ 3′-5″ 3′-1″ 2′-9″ 4′-3″ 2′-9″ 3′-4″ 3′-0″ 2′-8″

2-350S162-68 5′-0″ 4′-9″ 4′-7″ 4′-2″ 3′-9″ 4′-11″ 4′-8″ 4′-6″ 4′-1″ 3′-9″

2-350S162-97 5′-6″ 5′-3″ 5′-1″ 4′-11″ 2′-9″ 5′-5″ 5′-2″ 5′-0″ 4′-10″ 4′-8″

2-550S162-33 3′-6″ 2′-11″ 2′-4″ — — 3′-5″ 2′-10″ 2′-3″ — —

2-550S162-43 5′-0″ 4′-5″ 3′-11″ 3′-5″ 3′-0″ 4′-11″ 4′-4″ 3′-10″ 3′-4″ 2′-11″

2-550S162-54 6′-6″ 5′-10″ 5′-3″ 4′-9″ 4′-4″ 6′-4″ 5′-9″ 5′-2″ 4′-8″ 4′-3″

2-550S162-68 7′-2″ 6′-10″ 6′-5″ 5′-11″ 5′-6″ 7′-0″ 6′-9″ 6′-4″ 5′-10″ 5′-4″

2-550S162-97 7′-11″ 7′-7″ 7′-3″ 7′-0″ 6′-10″ 7′-9″ 7′-5″ 7′-2″ 6′-11″ 6′-9″

2-800S162-33 2′-5″ 2′-2″ 1′-11″ 1′-9″ — 2′-5″ 2′-1″ 1′-10″ 1′-8″ —

2-800S162-43 5′-5″ 4′-9″ 4′-3″ 3′-9″ 3′-5″ 5′-3″ 4′-8″ 4′-1″ 3′-9″ 3′-5″

2-800S162-54 7′-6″ 6′-9″ 6′-2″ 5′-7″ 5′-0″ 7′-5″ 6′-8″ 6′-0″ 5′-5″ 4′-11″

2-800S162-68 9′-3″ 8′-5″ 7′-8″ 7′-1″ 6′-6″ 9′-1″ 8′-3″ 7′-7″ 7′-0″ 6′-5″

2-800S162-97 10′-9″ 10′-3″ 9′-11″ 9′-7″ 9′-3″ 10′-7″ 10′-1″ 9′-9″ 9′-5″ 9′-1″

2-1000S162-43 4′-4″ 3′-9″ 3′-4″ 3′-0″ 2′-9″ 4′-3″ 3′-8″ 3′-3″ 2′-11″ 2′-8″

2-1000S162-54 8′-6″ 7′-6″ 6′-8″ 6′-0″ 5′-5″ 8′-4″ 7′-4″ 6′-6″ 5′-10″ 5′-4″

2-1000S162-68 10′-6″ 9′-7″ 8′-9″ 8′-0″ 7′-5″ 10′-4″ 9′-5″ 8′-7″ 7′-11″ 7′-3″

2-1000S162-97 12′-11″ 12′-4″ 11′-8″ 11′-1″ 10′-6″ 12′-9″ 12′-2″ 11′-6″ 10′-11″ 10′-5″

2-1200S162-54 7′-1″ 6′-2″ 5′-6″ 5′-0″ 4′-6″ 6′-11″ 6′-1″ 5′-5″ 4′-10″ 4′-5″

2-1200S162-68 11′-7″ 10′-7″ 9′-8″ 8′-11″ 8′-2″ 11′-5″ 10′-5″ 9′-6″ 8′-9″ 8′-0″


Second floor dead load is 10 psf.Roof/ceiling dead load is 12 psf.Second floor live load is 30 psf.Attic live load is 10 psf.





WALL CONSTRUCTION



MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 — — — — — — — — — —

2-350S162-43 — — — — — — — — — —

2-350S162-54 — — — — — — — — — —

2-350S162-68 2′-8″ 2′-3″ — — — — — — — —

2-350S162-97 4′-0″ 3′-7″ 3′-3″ 2′-11″ 2′-7″ 3′-4″ 2′-11″ 2′-6″ 2′-2″ —

2-550S162-33 — — — — — — — — — —

2-550S162-43 2′-0″ — — — — — — — — —

2-550S162-54 3′-1″ 2′-6″ — — — — — — — —

2-550S162-68 4′-1″ 3′-6″ 2′-11″ 2′-5″ — 3′-1″ 2′-5″ — — —

2-550S162-97 5′-10″ 5′-3″ 4′-10″ 4′-5″ 4′-0″ 4′-11″ 4′-5″ 3′-11″ 3′-6″ 3′-2″

2-800S162-33 — — — — — — — — — —

2-800S162-43 2′-6″ — — — — — — — — —

2-800S162-54 4′-0″ 3′-3″ 2′-6″ — — 2′-8″ — — — —

2-800S162-68 5′-5″ 4′-8″ 4′-0″ 3′-4″ 2′-8″ 4′-2″ 3′-4″ 2′-6″ — —

2-800S162-97 7′-9″ 7′-1″ 6′-6″ 5′-11″ 5′-5″ 6′-7″ 5′-11″ 5′-4″ 4′-10″ 4′-4″

2-1000S162-43 2′-10″ — — — — — — — — —

2-1000S162-54 4′-7″ 3′-8″ 2′-9″ — — 3′-0″ — — — —

2-1000S162-68 6′-2″ 5′-4″ 4′-7″ 3′-10″ 3′-1″ 4′-9″ 3′-10″ 2′-11″ — —

2-1000S162-97 9′-3″ 8′-5″ 7′-8″ 7′-1″ 6′-6″ 7′-10″ 7′-1″ 6′-5″ 5′-9″ 5′-2″

2-1200S162-54 5′-0″ 4′-0″ 3′-1″ — — 3′-4″ — — — —

2-1200S162-68 6′-10″ 5′-11″ 5′-0″ 4′-3″ 3′-5″ 5′-3″ 4′-3″ 3′-2″ — —







WALL CONSTRUCTION



MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 — — — — — — — — — —

2-350S162-43 2′-8″ — — — — — — — — —

2-350S162-54 3′-5″ 3′-0″ 2′-7″ 2′-2″ — 2′-8″ 2′-2″ — — —

2-350S162-68 4′-6″ 4′-1″ 3′-8″ 3′-3″ 2′-11″ 3′-9″ 3′-3″ 2′-10″ 2′-5″ 2′-1″

2-350S162-97 5′-1″ 4′-10″ 4′-8″ 4′-6″ 4′-5″ 4′-10″ 4′-7″ 4′-4″ 4′-0″ 3′-8″

2-550S162-33 2′-4″ — — — — — — — — —

2-550S162-43 3′-10″ 3′-4″ 2′-9″ 2′-3″ — 2′-11″ 2′-3″ — — —

2-550S162-54 5′-3″ 3′-8″ 4′-1″ 3′-8″ 3′-2″ 4′-3″ 3′-8″ 3′-1″ 2′-7″ 2′-0″

2-550S162-68 6′-5″ 5′-10″ 5′-3″ 4′-9″ 4′-4″ 5′-5″ 4′-9″ 4′-3″ 3′-9″ 3′-4″

2-550S162-97 7′-4″ 7′-0″ 6′-9″ 6′-6″ 6′-4″ 6′-11″ 6′-8″ 6′-3″ 5′-10″ 5′-5″

2-800S162-33 1′-11″ 1′-8″ — — — — — — — —

2-800S162-43 4′-2″ 3′-8″ 3′-4″ 2′-9″ 2′-2″ 3′-5″ 2′-9″ — — —

2-800S162-54 6′-1″ 5′-5″ 4′-10″ 4′-3″ 3′-9″ 4′-11″ 4′-3″ 3′-8″ 3′-0″ 2′-5″

2-800S162-68 7′-8″ 6′-11″ 6′-3″ 5′-9″ 5′-2″ 6′-5″ 5′-9″ 5′-1″ 4′-6″ 4′-0″

2-800S162-97 9′-11″ 9′-6″ 9′-2″ 8′-10″ 8′-3″ 9′-5″ 8′-10″ 8′-2″ 7′-7″ 7′-0″

2-1000S162-43 3′-4″ 2′-11″ 2′-7″ 2′-5″ 2′-2″ 2′-8″ 2′-5″ 2′-2″ — —

2-1000S162-54 6′-7″ 5′-10″ 5′-3″ 4′-9″ 4′-3″ 5′-4″ 4′-9″ 4′-1″ 3′-5″ 2′-9″

2-1000S162-68 8′-8″ 7′-10″ 7′-2″ 6′-6″ 5′-11″ 7′-4″ 6′-6″ 5′-9″ 5′-1″ 4′-6″

2-1000S162-97 11′-7″ 10′-11″ 10′-3″ 9′-7″ 9′-0″ 10′-5″ 9′-7″ 8′-10″ 8′-2″ 7′-8″

2-1200S162-54 5′-6″ 4′-10″ 4′-4″ 3′-11² 3′-7″ 4′-5″ 3′-11″ 3′-6″ 3′-2″ 2′-11″

2-1200S162-68 9′-7″ 8′-8″ 7′-11″ 7′-2″ 6′-6″ 8′-1″ 7′-2″ 6′-4″ 5′-8″ 5′-0″







WALL CONSTRUCTION


Headers Supporting Two Floors, Roof and Ceiling (33 ksi steel)a

MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 — — — — — — — — — —

2-350S162-43 — — — — — — — — — —

2-350S162-54 — — — — — — — — — —

2-350S162-68 — — — — — — — — — —

2-350S162-97 3′-1″ 2′-8″ 2′-3″ — — 3′-1″ 2′-7″ 2′-2″ — —

2-550S162-33 — — — — — — — — — —

2-550S162-43 — — — — — — — — — —

2-550S162-54 — — — — — — — — — —

2-550S162-68 2′-9″ — — — — 2′-8″ — — — —

2-550S162-97 4′-8″ 4′-1″ 3′-7″ 3′-2″ 2′-9″ 4′-7″ 4′-0″ 3′-6″ 3′-1″ 2′-8″

2-800S162-33 — — — — — — — — — —

2-800S162-43 — — — — — — — — — —

2-800S162-54 2′-1″ — — — — — — — — —

2-800S162-68 3′-8″ 2′-9″ — — — 3′-7″ 2′-8″ — — —

2-800S162-97 6′-3″ 5′-6″ 4′-11″ 4′-4″ 3′-9″ 6′-2″ 5′-5″ 4′-10″ 4′-3″ 3′-9″

2-1000S162-43 — — — — — — — — — —

2-1000S162-54 2′-5″ — — — — 2′-3″ — — — —

2-1000S162-68 4′-3″ 3′-2″ 2′-0″ — — 4′-2″ 3′-1″ — — —

2-1000S162-97 7′-5″ 6′-7″ 5′-10″ 5′-2″ 4′-7″ 7′-4″ 6′-6″ 5′-9″ 5′-1″ 4′-6″

2-1200S162-54 2′-7″ — — — — 2′-6″ — — — —

2-1200S162-68 4′-8″ 3′-6″ 2′-2″ — — 4′-7″ 3′-5″ 2′-0″ — —


Second floor dead load is 10 psf.Roof/ceiling dead load is 12 psf.Second floor live load is 40 psf.Third floor live load is 30 psf.Attic live load is 10 psf.





WALL CONSTRUCTION


Headers Supporting Two Floors, Roof and Ceiling (50 ksi steel)a, b

MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 — — — — — — — — — —

2-350S162-43 — — — — — — — — — —

2-350S162-54 2′-5″ — — — — 2′-4″ — — — —

2-350S162-68 3′-6″ 3′-0″ 2′-6″ 2′-1″ — 3′-5″ 2′-11″ 2′-6″ 2′-0″ —

2-350S162-97 4′-9″ 4′-6″ 4′-1″ 3′-8″ 3′-4″ 4′-8″ 4′-5″ 4′-0″ 3′-8″ 3′-4″

2-550S162-33 — — — — — — — — — —

2-550S162-43 2′-7″ — — — — 2′-6″ — — — —

2-550S162-54 3′-11″ 3′-3″ 2′-8″ 2′-0″ — 3′-10″ 3′-3″ 2′-7″ — —

2-550S162-68 5′-1″ 4′-5″ 3′-10″ 3′-3″ 2′-9″ 5′-0″ 4′-4″ 3′-9″ 3′-3″ 2′-9″

2-550S162-97 6′-10″ 6′-5″ 5′-10″ 5′-5″ 4′-11″ 6′-9″ 6′-4″ 5′-10″ 5′-4″ 4′-11″

2-800S162-33 — — — — — — — — — —

2-800S162-43 3′-1″ 2′-3″ — — — 3′-0″ 2′-2″ — — —

2-800S162-54 4′-7″ 3′-10″ 3′-1″ 2′-5″ — 4′-6″ 3′-9″ 3′-0″ 2′-4″ —

2-800S162-68 6′-0″ 5′-3″ 4′-7″ 3′-11″ 3′-4″ 6′-0″ 5′-2″ 4′-6″ 3′-11″ 3′-3″

2-800S162-97 9′-2″ 8′-4″ 7′-8″ 7′-0″ 6′-6″ 9′-1″ 8′-3″ 7′-7″ 7′-0″ 6′-5″

2-1000S162-43 2′-6″ 2′-2″ — — — 2′-6″ 2′-2″ — — —

2-1000S162-54 5′-0″ 4′-4″ 3′-6″ 2′-9″ — 4′-11″ 4′-3″ 3′-5″ 2′-7″ —

2-1000S162-68 6′-10″ 6′-0″ 5′-3″ 4′-6″ 3′-10″ 6′-9″ 5′-11″ 5′-2″ 4′-5″ 3′-9″

2-1000S162-97 10′-0″ 9′-1″ 8′-3″ 7′-8″ 7′-0″ 9′-10″ 9′-0″ 8′-3″ 7′-7″ 7′-0″

2-1200S162-54 4′-2″ 3′-7″ 3′-3″ 2′-11″ — 4′-1″ 3′-7″ 3′-2″ 2′-10″ —

2-1200S162-68 7′-7″ 6′-7″ 5′-9″ 5′-0″ 4′-2″ 7′-6″ 6′-6″ 5′-8″ 4′-10″ 4′-1″







WALL CONSTRUCTION



MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 — — — — — — — — — —

2-350S162-43 — — — — — — — — — —

2-350S162-54 — — — — — — — — — —

2-350S162-68 — — — — — — — — — —

2-350S162-97 2′-11″ 2′-5″ 2′-0″ — — 2′-7″ 2′-2″ — — —

2-550S162-33 — — — — — — — — — —

2-550S162-43 — — — — — — — — — —

2-550S162-54 — — — — — — — — — —

2-550S162-68 2′-5″ — — — — — — — — —

2-550S162-97 4′-4″ 3′-10″ 3′-4″ 2′-10″ 2′-5″ 4′-0″ 3′-6″ 3′-1″ 2′-7″ 2′-2″

2-800S162-33 — — — — — — — — — —

2-800S162-43 — — — — — — — — — —

2-800S162-54 — — — — — — — — — —

2-800S162-68 3′-3″ 2′-3″ — — — 2′-8″ — — — —

2-800S162-97 5′-11″ 5′-2″ 4′-6″ 4′-0″ 3′-5″ 5′-6″ 4′-10″ 4′-3″ 3′-8″ 3′-2″

2-1000S162-43 — — — — — — — — — —

2-1000S162-54 — — — — — — — — — —

2-1000S162-68 3′-9″ 2′-7″ — — — 3′-1″ — — — —

2-1000S162-97 7′-0″ 6′-2″ 5′-5″ 4′-9″ 4′-2″ 6′-6″ 5′-9″ 5′-1″ 4′-5″ 3′-10″

2-1200S162-54 — — — — — — — — — —

2-1200S162-68 4′-2″ 2′-10″ — — — 3′-5″ 2′-0″ — — —







WALL CONSTRUCTION

TABLE R603.6(12)BOX-BEAM HEADER SPANSa,b,c

Headers Supporting Two Floors, Roof and Ceiling (50 ksi steel)a,b

MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 — — — — — — — — — —

2-350S162-43 — — — — — — — — — —

2-350S162-54 2′-2″ — — — — — — — — —

2-350S162-68 3′-3″ 2′-9″ 2′-3″ — — 2′-11″ 2′-5″ — — —

2-350S162-97 4′-6″ 4′-3″ 3′-10″ 3′-6″ 3′-2″ 4′-3″ 4′-0″ 3′-7″ 3′-3″ 3′-0″

2-550S162-33 — — — — — — — — — —

2-550S162-43 2′-3″ — — — — — — — — —

2-550S162-54 3′-7″ 2′-11″ 2′-3″ — — 3′-3″ 2′-7″ — — —

2-550S162-68 4′-9″ 2′-1″ 3′-6″ 3′-0″ 2′-5″ 4′-4″ 3′-9″ 3′-2″ 2′-8″ 2′-1″

2-550S162-97 6′-5″ 6′-1″ 5′-7″ 5′-1″ 4′-8″ 6′-3″ 5′-10″ 5′-4″ 4′-10″ 4′-5″

2-800S162-33 — — — — — — — — — —

2-800S162-43 2′-8″ — — — — 2′-2″ — — — —

2-800S162-54 4′-3″ 3′-5″ 2′-8″ — — 3′-9″ 3′-0″ 2′-3″ — —

2-800S162-68 5′-8″ 4′-11″ 4′-2″ 3′-7″ 2′-11″ 5′-3″ 4′-6″ 3′-10″ 3′-3″ 2′-7″

2-800S162-97 8′-9″ 8′-0″ 7′-3″ 6′-8″ 6′-2″ 8′-4″ 7′-7″ 6′-11″ 6′-4″ 5′-10″

2-1000S162-43 2′-4″ 2′-0″ — — — 2′-2″ — — — —

2-1000S162-54 4′-8″ 3′-11″ 3′-1″ 2′-2″ — 4′-3″ 3′-5″ 2′-7″ — —

2-1000S162-68 6′-5″ 5′-7″ 4′-9″ 4′-1″ 3′-4″ 5′-11″ 5′-1″ 4′-5″ 3′-8″ 2′-11″

2-1000S162-97 9′-6″ 8′-8″ 7′-11″ 7′-3″ 6′-8″ 9′-0″ 8′-3″ 7′-6″ 6′-11″ 6′-4″

2-1200S162-54 3′-11″ 3′-5″ 3′-0″ 2′-4″ — 3′-7″ 3′-2″ 2′-10″ — —

2-1200S162-68 7′-1″ 6′-2″ 5′-3″ 4′-6″ 3′-8″ 6′-6″ 5′-8″ 4′-10″ 4′-0″ 3′-3″







WALL CONSTRUCTION

TABLE R603.6(13)BACK-TO-BACK HEADER SPANS

Headers Supporting Roof and Ceiling Only (33 ksi steel)a,b

MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 2′-11″ 2′-4″ — — — 2′-5″ — — — —

2-350S162-43 4′-8″ 3′-10″ 3′-5″ 3′-1″ 2′-9″ 3′-11″ 3′-5″ 3′-0″ 2′-8″ 2′-4″

2-350S162-54 5′-3″ 4′-9″ 4′-4″ 4′-1″ 3′-8″ 4′-10″ 4′-4″ 4′-0″ 3′-8″ 3′-4″

2-350S162-68 6′-1″ 5′-7″ 5′-2″ 4′-10″ 4′-6″ 5′-8″ 5′-3″ 4′-10″ 4′-6″ 4′-2″

2-350S162-97 7′-3″ 6′-10″ 6′-5″ 6′-0″ 5′-8″ 6′-11″ 6′-5″ 6′-0″ 5′-8″ 5′-4″

2-550S162-33 4′-5″ 3′-9″ 3′-1″ 2′-6″ — 3′-9″ 3′-2″ 2′-6″ — —

2-550S162-43 6′-2″ 5′-7″ 5′-0″ 4′-7″ 4′-2″ 5′-7″ 5′-0″ 4′-6″ 4′-1″ 3′-8″

2-550S162-54 7′-5″ 6′-9″ 6′-3″ 5′-9″ 5′-4″ 6′-10″ 6′-3″ 5′-9″ 5′-4″ 4′-11″

2-550S162-68 6′-7″ 7′-11″ 7′-4″ 6′-10″ 6′-5″ 8′-0″ 7′-4″ 6′-10″ 6′-5″ 6′-0″

2-550S162-97 10′-5″ 9′-8″ 9′-0″ 8′-6″ 8′-0″ 9′-9″ 9′-0″ 8′-6″ 8′-0″ 7′-7″

2-800S162-33 4′-5″ 3′-11″ 3′-5″ 3′-1″ 2′-4″ 3′-11″ 3′-6″ 3′-0″ 2′-3″ —

2-800S162-43 7′-7″ 6′-10″ 6′-2″ 5′-8″ 5′-2″ 6′-11″ 6′-2″ 5′-7″ 5′-1″ 4′-7″

2-800S162-54 9′-3″ 8′-7″ 7′-11″ 7′-4″ 6′-10″ 8′-8″ 7′-11″ 7′-4″ 6′-9″ 6′-3″

2-800S162-68 10′-7″ 9′-10″ 9′-4″ 8′-10″ 8′-5″ 9′-11″ 9′-4″ 8′-10″ 8′-4″ 7′-11″

2-800S162-97 13′-9″ 12′-9″ 12′-0″ 11′-3″ 10′-8″ 12′-10″ 12′-0″ 11′-3″ 10′-7″ 10′-0″

2-1000S162-43 7′-10″ 6′-10″ 6′-1″ 5′-6″ 5′-0″ 6′-11″ 6′-1″ 5′-5″ 4′-11″ 4′-6″

2-1000S162-54 10′-5″ 9′-9″ 9′-0″ 8′-4″ 7′-9″ 9′-10″ 9′-0″ 8′-4″ 7′-9″ 7′-2″

2-1000S162-68 12′-1″ 11′-3″ 10′-8″ 10′-1″ 9′-7″ 11′-4″ 10′-8″ 10′-1″ 9′-7″ 9′-1″

2-1000S162-97 15′-3″ 14′-3″ 13′-5″ 12′-9″ 12′-2″ 14′-4″ 13′-5″ 12′-8″ 12′-1″ 11′-6″

2-1200S162-54 11′-6″ 10′-9″ 10′-0″ 9′-0″ 8′-2″ 10′-10″ 10′-0″ 9′-0″ 8′-1″ 7′-4″

2-1200S162-68 13′-4″ 12′-6″ 11′-9″ 11′-2″ 10′-8″ 12′-7″ 11′-10″ 11′-2″ 10′-7″ 10′-1″


Second floor dead load is 12 psf.Attic live load is 10 psf.

c. Building width is in the direction of horizontal framing members supported by header.




WALL CONSTRUCTION


Headers Supporting Roof and Ceiling Only (50 ksi steel)a,b

MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 4′-2″ 3′-8″ 3′-3″ 2′-10″ 2′-6″ 3′-8″ 3′-3″ 2′-10″ 2′-5″ 2′-1″

2-350S162-43 5′-5″ 5′-0″ 4′-6″ 4′-2″ 3′-10″ 5′-0″ 4′-7″ 4′-2″ 3′-10″ 3′-6″

2-350S162-54 6′-2″ 5′-10″ 5′-8″ 5′-4″ 5′-0″ 5′-11″ 5′-8″ 5′-4″ 5′-0″ 4′-8″

2-350S162-68 6′-7″ 6′-3″ 6′-0″ 5′-10″ 5′-8″ 6′-4″ 6′-1″ 5′-10″ 5′-8″ 5′-6″

2-350S162-97 7′-3″ 6′-11″ 6′-8″ 6′-5″ 6′-3″ 7′-0″ 6′-8″ 6′-5″ 6′-3″ 6′-0″

2-550S162-33 5′-10″ 5′-3″ 4′-8″ 4′-3″ 3′-9″ 5′-3″ 4′-9″ 4′-2″ 3′-9″ 3′-3″

2-550S162-43 7′-9″ 7′-2″ 6′-7″ 6′-1″ 5′-8″ 7′-3″ 6′-7″ 6′-1″ 5′-8″ 5′-3″

2-550S162-54 8′-9″ 8′-5″ 8′-1″ 7′-9″ 7′-5″ 8′-6″ 8′-1″ 7′-9″ 7′-5″ 6′-11″

2-550S162-68 9′-5″ 9′-0″ 8′-8″ 8′-4″ 8′-1″ 9′-1″ 8′-8″ 8′-4″ 8′-1″ 7′-10″

2-550S162-97 10′-5″ 10′-0″ 9′-7″ 9′-3″ 9′-0″ 10′-0″ 9′-7″ 9′-3″ 8′-11″ 8′-8″

2-800S162-33 4′-5″ 3′-11″ 3′-5″ 3′-1″ 2′-10″ 3′-11″ 3′-6″ 3′-1″ 2′-9″ 2′-6″

2-800S162-43 9′-1″ 8′-5″ 7′-8″ 6′-11″ 6′-3″ 8′-6″ 7′-8″ 6′-10″ 6′-2″ 5′-8″

2-800S162-54 10′-10″ 10′-2″ 9′-7″ 9′-1″ 8′-8″ 10′-2″ 9′-7″ 9′-0″ 8′-7″ 8′-1″

2-800S162-68 12′-8″ 11′-10″ 11′-2″ 10′-7″ 10′-1″ 11′-11″ 11′-2″ 10′-7″ 10′-0″ 9′-7″

2-800S162-97 14′-2″ 13′-6″ 13′-0″ 12′-7″ 12′-2″ 13′-8″ 13′-1″ 12′-7″ 12′-2″ 11′-9″

2-1000S162-43 7′-10″ 6′-10″ 6′-1″ 5′-6″ 5′-0″ 6′-11″ 6′-1″ 5′-5″ 4′-11″ 4′-6″

2-1000S162-54 12′-3″ 11′-5″ 10′-9″ 10′-3″ 9′-9″ 11′-6″ 10′-9″ 10′-2″ 9′-8″ 8′-11″

2-1000S162-68 14′-5″ 13′-5″ 12′-8″ 12′-0″ 11′-6″ 13′-6″ 12′-8″ 12′-0″ 11′-5″ 10′-11″

2-1000S162-97 17′-1″ 16′-4″ 15′-8″ 14′-11″ 14′-3″ 16′-5″ 15′-9″ 14′-10″ 14′-1″ 13′-6″

2-1200S162-54 12′-11″ 11′-3″ 10′-0″ 9′-0″ 8′-2″ 11′-5″ 10′-0″ 9′-0″ 8′-1″ 7′-4″

2-1200S162-68 15′-11″ 14′-10″ 14′-0″ 13′-4″ 12′-8″ 15′-0″ 14′-0″ 13′-3″ 12′-7″ 12′-0″


Roof/ceiling dead load is 12 psf.Attic live load is 10 psf.





WALL CONSTRUCTION



MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 — — — — — — — — — —

2-350S162-43 2′-6″ — — — — — — — — —

2-350S162-54 3′-6″ 3′-1″ 2′-8″ 2′-4″ 2′-0″ 2′-7″ 2′-1″ — — —

2-350S162-68 4′-4″ 3′-11″ 3′-7″ 3′-3″ 2′-11″ 3′-5″ 3′-0″ 2′-8″ 2′-4″ 2′-1″

2-350S162-97 5′-5″ 5′-0″ 4′-8″ 4′-6″ 4′-1″ 4′-6″ 4′-2″ 3′-10″ 3′-6″ 3′-3″

2-550S162-33 — — — — — — — — — —

2-550S162-43 3′-10″ 3′-3″ 2′-9″ 2′-2″ — 2′-6″ — — — —

2-550S162-54 5′-1″ 4′-7″ 4′-1″ 3′-8″ 3′-4″ 3′-11″ 3′-5″ 2′-11″ 2′-6″ 2′-0″

2-550S162-68 6′-2″ 5′-8″ 5′-2″ 4′-9″ 4′-5″ 5′-0″ 4′-6″ 4′-1″ 3′-9″ 3′-4″

2-550S162-97 7′-9″ 7′-2″ 6′-8″ 6′-3″ 5′-11″ 6′-6″ 6′-0″ 5′-7″ 5′-2″ 4′-10″

2-800S162-33 — — — — — — — — — —

2-800S162-43 4′-10″ 4′-1″ 3′-6″ 2′-11″ 2′-3″ 3′-3″ 2′-5″ — — —

2-800S162-54 6′-6″ 5′-10″ 5′-3″ 4′-9″ 4′-4″ 5′-1″ 4′-6″ 3′-11″ 3′-4″ 2′-10″

2-800S162-68 8′-1″ 7′-5″ 6′-10″ 6′-4″ 5′-11″ 6′-8″ 6′-1″ 5′-6″ 5′-0″ 4′-7″

2-800S162-97 10′-3″ 9′-7″ 8′-11″ 8′-5″ 7′-11″ 8′-8″ 8′-0″ 7′-6″ 7′-0″ 6′-7″

2-1000S162-43 4′-8″ 4′-1″ 3′-8″ 3′-4″ 2′-8″ 3′-6″ 2′-10″ — — —

2-1000S162-54 7′-5″ 6′-8″ 6′-1″ 5′-6″ 5′-0″ 5′-10″ 5′-1″ 4′-6″ 3′-11″ 3′-4″

2-1000S162-68 9′-4″ 8′-7″ 7′-11″ 7′-4″ 6′-10″ 7′-8″ 7′-0″ 6′-4″ 5′-10″ 5′-4″

2-1000S162-97 11′-9″ 11′-0″ 10′-5″ 9′-11″ 9′-5″ 10′-3″ 9′-7″ 8′-11″ 8′-4″ 7′-10″

2-1200S162-54 7′-8″ 6′-9″ 6′-1″ 5′-6″ 5′-0″ 5′-10″ 5′-1″ 4′-7″ 4′-1″ 3′-9″

2-1200S162-68 10′-4″ 9′-6″ 8′-10″ 8′-2″ 7′-7″ 8′-7″ 7′-9″ 7′-1″ 6′-6″ 6′-0″







WALL CONSTRUCTION



MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 2′-3″ — — — — — — — — —

2-350S162-43 3′-8″ 3′-3″ 2′-10″ 2′-6″ 2′-2″ 2′-8″ 2′-3″ — — —

2-350S162-54 4′-9″ 4′-4″ 4′-0″ 3′-8″ 3′-8″ 3′-10″ 3′-5″ 3′-1″ 2′-9″ 2′-5″

2-350S162-68 5′-7″ 5′-4″ 5′-2″ 4′-11″ 4′-7″ 5′-1″ 4′-8″ 4′-3″ 3′-11″ 3′-8″

2-350S162-97 6′-2″ 5′-11″ 5′-8″ 5′-6″ 5′-4″ 5′-8″ 5′-5″ 5′-3″ 5′-0″ 4′-11″

2-550S162-33 3′-6″ 2′-10″ 2′-3″ — — 2′-0″ — — — —

2-550S162-43 5′-5″ 4′-10″ 4′-4″ 3′-11″ 3′-6″ 4′-2″ 3′-8″ 3′-2″ 2′-8″ 2′-3″

2-550S162-54 7′-2″ 6′-6″ 6′-0″ 5′-7″ 5′-2″ 5′-10″ 5′-3″ 4′-10″ 4′-5″ 4′-0″

2-550S162-68 8′-0″ 7′-8″ 7′-3″ 6′-11″ 6′-6″ 7′-2″ 6′-7″ 6′-1″ 5′-8″ 5′-4″

2-550S162-97 8′-11″ 8′-6″ 8′-2″ 7′-11″ 7′-8″ 8′-1″ 7′-9″ 7′-6″ 7′-2″ 6′-11″

2-800S162-33 2′-8″ 2′-4″ 2′-1″ 1′-11″ — 2′-0″ — — — —

2-800S162-43 5′-10″ 5′-2″ 4′-7″ 4′-2″ 3′-10″ 4′-5″ 3′-11″ 3′-6″ 3′-2″ 2′-9″

2-800S162-54 8′-4″ 7′-8″ 7′-1″ 6′-7″ 6′-1″ 6′-10″ 6′-3″ 5′-8″ 5′-2″ 4′-9″

2-800S162-68 9′-9″ 9′-2″ 8′-8″ 8′-3″ 7′-10″ 8′-6″ 7′-11″ 7′-4″ 6′-10″ 6′-5″

2-800S162-97 12′-1″ 11′-7″ 11′-2″ 10′-8″ 10′-2″ 11′-0″ 10′-4″ 9′-9″ 9′-3″ 8′-10″

2-1000S162-43 4′-8″ 4′-1″ 2′-8″ 3′-4″ 3′-0″ 3′-6″ 10′-1″ 2′-9″ 2′-6″ 2′-3″

2-1000S162-54 9′-3″ 8′-2″ 7′-3″ 6′-7″ 6′-0″ 7′-0″ 6′-2″ 5′-6″ 5′-0″ 4′-6″

2-1000S162-68 11′-1″ 10′-5″ 9′-10″ 9′-4″ 8′-11″ 9′-8″ 9′-1″ 8′-5″ 7′-10″ 7′-4″

2-1000S162-97 13′-9″ 12′-11″ 12′-2″ 11′-7″ 11′-1″ 11′-11″ 11′-3″ 10′-7″ 10′-1″ 9′-7″

2-1200S162-54 7′-8″ 6′-9″ 6′-1″ 5′-6″ 5′-0″ 5′-10″ 5′-1″ 4′-7″ 4′-1″ 3′-9″

2-1200S162-68 12′-3″ 11′-6″ 10′-11″ 10′-4″ 9′-11″ 10′-8″ 10′-0″ 9′-2″ 8′-4″ 7′-7″







WALL CONSTRUCTION



MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 — — — — — — — — — —

2-350S162-43 2′-2″ — — — — 2′-1″ — — — —

2-350S162-54 3′-3″ 2′-9″ 2′-5″ 2′-0″ — 3′-2″ 2′-9″ 2′-4″ — —

2-350S162-68 4′-4″ 3′-8″ 3′-3″ 2′-11″ 2′-8″ 4′-0″ 3′-7″ 3′-2″ 2′-11″ 2′-7″

2-350S162-97 5′-2″ 4′-9″ 4′-4″ 4′-1″ 3′-9″ 5′-1″ 4′-8″ 4′-4″ 4′-0″ 3′-9″

2-550S162-33 — — — — — — — — — —

2-550S162-43 3′-6″ 2′-10″ 2′-3″ — — 3′-5″ 2′-9″ 2′-2″ — —

2-550S162-54 4′-9″ 4′-2″ 3′-9″ 3′-3″ 2′-10″ 4′-8″ 4′-1″ 3′-8″ 3′-2″ 2′-9″

2-550S162-68 5′-10″ 5′-3″ 4′-10″ 4′-5″ 4′-1″ 5′-9″ 5′-3″ 4′-9″ 4′-4″ 4′-0″

2-550S162-97 7′-4″ 6′-9″ 6′-4″ 5′-11″ 5′-6″ 7′-3″ 6′-9″ 6′-3″ 5′-10″ 5′-5″

2-800S162-33 — — — — — — — — — —

2-800S162-43 4′-4″ 3′-8″ 2′-11″ 2′-3″ — 4′-3″ 3′-6″ 2′-10″ 2′-1″ —

2-800S162-54 6′-1″ 5′-5″ 4′-10″ 4′-4″ 3′-10″ 6′-0″ 5′-4″ 4′-9″ 4′-3″ 3′-9″

2-800S162-68 7′-8″ 7′-0″ 6′-5″ 5′-11″ 5′-5″ 7′-7″ 6′-11″ 6′-4″ 5′-10″ 5′-4″

2-800S162-97 9′-10″ 9′-1″ 8′-5″ 7′-11″ 7′-5″ 9′-8″ 8′-11″ 8′-4″ 7′-10″ 7′-4″

2-1000S162-43 4′-4″ 3′-9″ 3′-4″ 2′-8″ — 4′-3″ 3′-8″ 3′-3″ 2′-6″ —

2-1000S162-54 6′-11″ 6′-2″ 5′-6″ 5′-0″ 4′-5″ 6′-10″ 6′-1″ 5′-5″ 4′-10″ 4′-4″

2-1000S162-68 8′-10″ 8′-1″ 7′-5″ 6′-10″ 6′-4″ 8′-8″ 7′-11″ 7′-3″ 6′-8″ 6′-2″

2-1000S162-97 11′-3″ 10′-7″ 9′-11″ 9′-5″ 8′-10″ 11′-2″ 10′-5″ 9′-10″ 9′-3″ 8′-9″

2-1200S162-54 7′-1″ 6′-2″ 5′-6″ 5′-0″ 4′-6″ 6′-11″ 6′-1″ 5′-5″ 4′-10″ 4′-5″

2-1200S162-68 9′-10″ 9′-0″ 8′-3″ 7′-7″ 7′-0″ 9′-8″ 8′-10″ 8′-111 7′-6″ 6′-11″







WALL CONSTRUCTION



MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 — — — — — — — — — —

2-350S162-43 3′-4″ 2′-11″ 2′-6″ 2′-2″ — 3′-3″ 2′-10″ 2′-5″ 2′-1″ —

2-350S162-54 4′-6″ 4′-1″ 3′-8″ 3′-4″ 3′-0″ 4′-5″ 4′-0″ 3′-7″ 3′-3″ 2′-11″

2-350S162-68 5′-0″ 4′-9″ 4′-7″ 4′-5″ 4′-3″ 4′-11″ 4′-8″ 4′-6″ 4′-4″ 4′-2″

2-350S162-97 5′-6″ 5′-3″ 5′-1″ 4′-11″ 4′-9″ 5′-5″ 5′-2″ 5′-0″ 4′-10″ 4′-8″

2-550S162-33 3′-1″ 2′-5″ — — — 3′-0″ 2′-3″ — — —

2-550S162-43 5′-1″ 4′-6″ 4′-0″ 3′-6″ 3′-1″ 4′-11″ 4′-5″ 3′-11″ 3′-5″ 3′-0″

2-550S162-54 6′-8″ 6′-2″ 5′-7″ 5′-2″ 4′-9″ 6′-6″ 6′-0″ 5′-6″ 5′-1″ 4′-8″

2-550S162-68 7′-2″ 6′-10″ 6′-7″ 6′-4″ 6′-1″ 7′-0″ 6′-9″ 6′-6″ 6′-3″ 6′-0″

2-550S162-97 7′-11″ 7′-7″ 7′-3″ 7′-0″ 6′-10″ 7′-9″ 7′-5″ 7′-2″ 6′-11″ 6′-9″

2-800S162-33 2′-5″ 2′-2″ 1′-11″ — — 2′-5″ 2′-1″ 1′-10″ — —

2-800S162-43 5′-5″ 4′-9″ 4′-3″ 3′-9″ 3′-5″ 5′-3″ 4′-8″ 4′-1″ 3′-9″ 3′-5″

2-800S162-54 7′-11″ 7′-2″ 6′-7″ 6′-1″ 5′-7″ 7′-9″ 7′-1″ 6′-6″ 6′-0″ 5′-6″

2-800S162-68 9′-5″ 8′-9″ 8′-3″ 7′-9″ 7′-4″ 9′-3″ 8′-8″ 8′-2″ 7′-8″ 7′-3″

2-800S162-97 10′-9″ 10′-3″ 9′-11″ 9′-7″ 9′-3″ 10′-7″ 10′-1″ 9′-9″ 9′-5″ 9′-1″

2-1000S162-43 4′-4″ 3′-9″ 3′-4″ 3′-0″ 2′-9″ 4′-3″ 3′-8″ 3′-3″ 2′-11″ 2′-8″

2-1000S162-54 8′-6″ 7′-5″ 6′-8″ 6′-0″ 5′-5″ 8′-4″ 7′-4″ 6′-6″ 5′-10″ 5′-4″

2-1000S162-68 10′-8″ 10′-0″ 9′-5″ 8′-11″ 8′-4″ 10′-7″ 9′-10″ 9′-4″ 8′-9″ 8′-3″

2-1000S162-97 12′-11″ 12′-4″ 11′-8″ 11′-1″ 10′-6″ 12′-9″ 12′-2″ 11′-6″ 10′-11″ 10′-5″

2-1200S162-54 7′-1″ 6′-2″ 5′-6″ 5′-0″ 4′-6″ 6′-11″ 6′-1″ 5′-5″ 4′-10″ 4′-5″

2-1200S162-68 11′-9″ 11′-0″ 10′-5″ 9′-10″ 9′-1″ 11′-8″ 10′-11″ 10′-3″ 9′-9″ 8′-11″







WALL CONSTRUCTION



MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 — — — — — — — — — —

2-350S162-43 — — — — — — — — — —

2-350S162-54 2′-4″ — — — — — — — — —

2-350S162-68 3′-3″ 2′-10″ 2′-6″ 2′-2″ — 2′-7″ 2′-2″ — — —

2-350S162-97 4′-4″ 4′-0″ 3′-8″ 3′-4″ 3′-1″ 3′-9″ 3′-4″ 3′-1″ 2′-9″ 2′-6″

2-550S162-33 — — — — — — — — — —

2-550S162-43 2′-2″ — — — — — — — — —

2-550S162-54 3′-8″ 3′-2″ 2′-8″ 2′-3″ — 2′-10″ 2′-3″ — — —

2-550S162-68 4′-9″ 4′-4″ 3′-11″ 3′-6″ 3′-2″ 4′-0″ 3′-6″ 3′-1″ 2′-9″ 2′-4″

2-550S162-97 6′-3″ 5′-9″ 5′-4″ 5′-0″ 4′-8″ 5′-6″ 5′-0″ 4′-7″ 4′-3″ 3′-11″

2-800S162-33 — — — — — — — — — —

2-800S162-43 2′-11″ 2′-0″ — — — — — — — —

2-800S162-54 4′-9″ 4′-2″ 3′-7″ 3′-1″ 2′-7″ 3′-9″ 3′-1″ 2′-5″ — —

2-800S162-68 6′-4″ 5′-9″ 5′-3″ 4′-9″ 4′-4″ 5′-4″ 4′-9″ 4′-3″ 3′-10″ 3′-4″

2-800S162-97 8′-5″ 7′-9″ 7′-3″ 6′-9″ 6′-4″ 7′-4″ 6′-9″ 6′-3″ 5′-10″ 5′-5″

2-1000S162-43 3′-4″ 2′-5″ — — — — — — — —

2-1000S162-54 5′-6″ 4′-10″ 4′-2″ 3′-7″ 3′-0″ 4′-4″ 3′-7″ 2′-11″ 2′-2″ —

2-1000S162-68 7′-4″ 6′-8″ 6′-1″ 5′-7″ 5′-1″ 6′-3″ 5′-7″ 5′-0″ 4′-5″ 4′-0″

2-1000S162-97 9′-11″ 8′-3″ 8′-7″ 8′-1″ 7′-7″ 8′-9″ 8′-1″ 7′-6″ 7′-0″ 6′-6″

2-1200S162-54 5′-6″ 4′-10″ 4′-4″ 3′-11″ 3′-5″ 4′-5″ 3′-11″ 3′-3″ 2′-6″ —

2-1200S162-68 8′-2″ 7′-5″ 6′-9″ 6′-3″ 5′-8″ 6′-11″ 6′-3″ 5′-7″ 5′-0″ 4′-6″







WALL CONSTRUCTION



MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 — — — — — — — — — —

2-350S162-43 2′-6″ 2′-0″ — — — — — — — —

2-350S162-54 3′-8″ 3′-3″ 2′-11″ 2′-7″ 2′-3″ 3′-0″ 2′-7″ 2′-2″ — —

2-350S162-68 4′-7″ 4′-5″ 4′-1″ 3′-9″ 3′-6″ 4′-2″ 3′-9″ 3′-5″ 3′-1″ 2′-10″

2-350S162-97 5′-1″ 4′-10″ 4′-8″ 4′-6″ 4′-5″ 4′-10″ 4′-7″ 4′-5″ 4′-3″ 4′-1″

2-550S162-33 — — — — — — — — — —

2-550S162-43 3′-11″ 3′-5″ 2′-11″ 2′-5″ — 3′-0″ 2′-5″ — — —

2-550S162-54 5′-7″ 5′-0″ 4′-7″ 4′-2″ 3′-9″ 4′-8″ 4′-2″ 3′-8″ 3′-3″ 2′-11″

2-550S162-68 6′-7″ 6′-4″ 5′-11″ 5′-6″ 5′-1″ 6′-0″ 5′-6″ 5′-0″ 4′-7″ 4′-3″

2-550S162-97 7′-4″ 7′-0″ 6′-9″ 6′-6″ 6′-4″ 6′-11″ 6′-8″ 6′-5″ 6′-2″ 6′-0″

2-800S162-33 1′-11″ — — — — — — — — —

2-800S162-43 4′-2″ 3′-8″ 3′-4″ 3′-0″ 2′-6″ 3′-5″ 3′-0″ 2′-4″ — —

2-800S162-54 6′-7″ 5′-11″ 5′-5″ 4′-11″ 4′-6″ 5′-6″ 4′-11″ 4′-5″ 3′-11″ 3′-6″

2-800S162-68 8′-3″ 7′-8″ 7′-1″ 6′-8″ 6′-2″ 7′-3″ 6′-7″ 6′-1″ 5′-7″ 5′-2″

2-800S162-97 9′-11″ 9′-6″ 9′-2″ 8′-10″ 8′-7″ 9′-5″ 9′-0″ 8′-7″ 8′-2″ 7′-9″

2-1000S162-43 3′-4″ 2′-11″ 2′-7″ 2′-5″ 2′-2″ 2′-8″ 2′-5″ 2′-2″ 1′-11″ —

2-1000S162-54 6′-7″ 5′-10″ 5′-3″ 4′-9″ 4′-4″ 5′-4″ 4′-9″ 4′-3″ 3′-10″ 3′-6″

2-1000S162-68 9′-4″ 8′-9″ 8′-1″ 7′-7″ 7′-1″ 8′-3″ 7′-7″ 6′-11″ 6′-5″ 5′-11″

2-1000S162-97 11′-7″ 10′-11″ 10′-4″ 9′-10″ 9′-5″ 10′-5″ 9′-10″ 9′-3″ 8′-10″ 8′-5″

2-1200S162-54 5′-6″ 4′-10″ 4′-4″ 3′-11″ 3′-7″ 4′-5″ 3′-11″ 3′-6″ 3′-2″ 2′-11″

2-1200S162-68 10′-4″ 9′-8″ 8′-8″ 7′-11″ 7′-2″ 8′-11″ 7′-11″ 7′-1″ 6′-5″ 5′-10″







WALL CONSTRUCTION



MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 — — — — — — — — — —

2-350S162-43 — — — — — — — — — —

2-350S162-54 — — — — — — — — — —

2-350S162-68 2′-5″ — — — — 2′-4″ — — — —

2-350S162-97 3′-6″ 3′-2″ 2′-10″ 2′-6″ 2′-3″ 3′-6″ 3′-1″ 2′-9″ 2′-6″ 2′-3″

2-550S162-33 — — — — — — — — — —

2-550S162-43 — — — — — — — — — —

2-550S162-54 2′-6″ — — — — 2′-5″ — — — —

2-550S162-68 3′-9″ 3′-3″ 2′-9″ 2′-4″ — 3′-8″ 3′-2″ 2′-9″ 2′-4″ —

2-550S162-97 5′-3″ 4′-9″ 4′-4″ 3′-11″ 3′-8″ 5′-2″ 4′-8″ 4′-3″ 3′-11″ 3′-7″

2-800S162-33 — — — — — — — — — —

2-800S162-43 — — — — — — — — — —

2-800S162-54 3′-5″ 2′-8″ — — — 3′-4″ 2′-7″ — — —

2-800S162-68 5′-1″ 4′-5″ 3′-11″ 3′-4″ 2′-11″ 5′-0″ 4′-4″ 3′-10″ 3′-4″ 2′-10″

2-800S162-97 7′-0″ 6′-5″ 5′-11″ 5′-5″ 5′-0″ 7′-0″ 6′-4″ 5′-10″ 5′-5″ 5′-0″

2-1000S162-43 — — — — — — — — — —

2-1000S162-54 3′-11″ 3′-1″ 2′-3″ — — 3′-10″ 3′-0″ 2′-2″ — —

2-1000S162-68 5′-10″ 5′-2″ 4′-6″ 4′-0″ 3′-5″ 5′-9″ 5′-1″ 4′-6″ 3′-11″ 3′-4″

2-1000S162-97 8′-5″ 7′-8″ 7′-1″ 6′-6″ 6′-1″ 8′-4″ 7′-7″ 7′-0″ 6′-6″ 6′-0″

2-1200S162-54 4′-2″ 3′-6″ 2′-7″ — — 4′-1″ 3′-5″ 2′-6″ — —

2-1200S162-68 6′-6″ 5′-9″ 5′-1″ 4′-6″ 3′-11″ 6′-6″ 5′-8″ 5′-0″ 4′-5″ 3′-10″







WALL CONSTRUCTION



MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 — — — — — — — — — —

2-350S162-43 — — — — — — — — — —

2-350S162-54 2′-9″ 2′-3″ — — — 2′-8″ 2′-3″ — — —

2-350S162-68 3′-11″ 3′-6″ 3′-2″ 2′-10″ 2′-6″ 3′-11″ 3′-6″ 3′-1″ 2′-9″ 2′-6″

2-350S162-97 4′-9″ 4′-6″ 4′-4″ 4′-1″ 3′-10″ 4′-8″ 4′-6″ 4′-4″ 4′-1″ 3′-9″

2-550S162-33 — — — — — — — — — —

2-550S162-43 2′-9″ 2′-0″ — — — 2′-8″ — — — —

2-550S162-54 4′-5″ 3′-10″ 3′-4″ 2′-11″ 2′-5″ 4′-4″ 3′-9″ 3′-3″ 2′-10″ 2′-5″

2-550S162-68 5′-8″ 5′-2″ 4′-8″ 4′-3″ 3′-11″ 5′-8″ 5′-1″ 4′-8″ 4′-3″ 3′-10″

2-550S162-97 6′-10″ 6′-6″ 6′-3″ 6′-0″ 5′-7″ 6′-9″ 6′-5″ 6′-3″ 5′-11″ 5′-6″

2-800S162-33 — — — — — — — — — —

2-800S162-43 3′-2″ 2′-7″ — — — 3′-1″ 2′-6″ — — —

2-800S162-54 5′-2″ 4′-7″ 4′-0″ 3′-6″ 3′-0″ 5′-2″ 4′-6″ 3′-11″ 3′-5″ 2′-11″

2-800S162-68 6′-11″ 6′-3″ 5′-8″ 5′-2″ 4′-9″ 6′-10″ 6′-2″ 5′-7″ 5′-2″ 4′-8″

2-800S162-97 9′-3″ 8′-8″ 8′-3″ 7′-9″ 7′-4″ 9′-2″ 8′-8″ 8′-2″ 7′-9″ 7′-4″

2-1000S162-43 2′-6″ 2′-2″ 2′-0″ — — 2′-6″ 2′-2″ 1′-11″ — —

2-1000S162-54 5′-0″ 4′-4″ 3′-11″ 3′-6″ 3′-2″ 4′-11″ 4′-4″ 3′-10″ 3′-6″ 3′-2″

2-1000S162-68 7′-10″ 7′-2″ 6′-6″ 5′-11″ 5′-6″ 7′-9″ 7′-1″ 6′-5″ 5′-11″ 5′-5″

2-1000S162-97 10′-1″ 9′-5″ 8′-11″ 8′-6″ 8′-0″ 10′-0″ 9′-5″ 8′-10″ 8′-5″ 7′-11″

2-1200S162-54 — — — — — — — — — —

2-1200S162-68 7′-4″ 6′-8″ 6′-1″ 5′-6″ 5′-1″ 7′-3″ 6′-7″ 6′-0″ 5′-6″ 5′-0″







WALL CONSTRUCTION



MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 — — — — — — — — — —

2-350S162-43 — — — — — — — — — —

2-350S162-54 — — — — — — — — — —

2-350S162-68 2′-2″ — — — — — — — — —

2-350S162-97 3′-3″ 3′-0″ 2′-8″ 2′-4″ 2′-1″ 3′-1″ 2′-9″ 2′-6″ 2′-2″ —

2-550S162-33 — — — — — — — — — —

2-550S162-43 — — — — — — — — — —

2-550S162-54 2′-2″ — — — — — — — — —

2-550S162-68 3′-6″ 3′-0″ 2′-6″ 2′-1″ — 3′-2″ 2′-9″ 2′-3″ — —

2-550S162-97 5′-0″ 4′-6″ 4′-1″ 3′-9″ 3′-5″ 4′-8″ 4′-3″ 3′-11″ 3′-7″ 3′-3″

2-800S162-33 — — — — — — — — — —

2-800S162-43 — — — — — — — — — —

2-800S162-54 3′-0″ 2′-3″ — — — 2′-7″ — — — —

2-800S162-68 4′-9″ 4′-2″ 3′-7″ 3′-1″ 2′-7″ 4′-5″ 3′-10″ 3′-3″ 2′-9″ 2′-3″

2-800S162-97 6′-9″ 6′-1″ 5′-7″ 5′-2″ 4′-9″ 6′-4″ 5′-10″ 5′-4″ 4′-11″ 4′-7″

2-1000S162-43 — — — — — — — — — —

2-1000S162-54 3′-6″ 2′-8″ — — — 3′-1″ 2′-2″ — — —

2-1000S162-68 5′-6″ 4′-10″ 4′-2″ 3′-7″ 3′-1″ 5′-1″ 4′-6″ 3′-10″ 3′-4″ 2′-9″

2-1000S162-97 8′-0″ 7′-4″ 6′-9″ 6′-3″ 5′-9″ 7′-7″ 7′-0″ 6′-5″ 5′-11″ 5′-6″

2-1200S162-54 3′-11″ 3′-0″ 2′-0″ — — 3′-5″ 2′-6″ — — —

2-1200S162-68 6′-2″ 5′-5″ 4′-9″ 4′-1″ 3′-6″ 5′-9″ 5′-0″ 4′-4″ 3′-9″ 3′-2″







WALL CONSTRUCTION



MEMBERDESIGNATION




24 28 32 36 40 24 28 32 36 40

2-350S162-33 — — — — — — — — — —

2-350S162-43 — — — — — — — — — —

2-350S162-54 2′-6″ 2′-1″ — — — 2′-3″ — — — —

2-350S162-68 3′-9″ 3′-4″ 2′-11″ 2′-7″ 2′-4″ 3′-6″ 3′-1″ 2′-9″ 2′-5″ 2′-2″

2-350S162-97 4′-6″ 4′-4″ 4′-2″ 3′-11″ 3′-8″ 4′-4″ 4′-2″ 4′-0″ 3′-9″ 3′-6″

2-550S162-33 — — — — — — — — — —

2-550S162-43 2′-5″ — — — — — — — — —

2-550S162-54 4′-1″ 3′-7″ 3′-1″ 2′-7″ 2′-2″ 3′-10″ 3′-3″ 2′-10″ 2′-4″ —

2-550S162-68 5′-5″ 4′-11″ 4′-5″ 4′-0″ 3′-8″ 5′-1″ 4′-7″ 4′-2″ 3′-10″ 3′-5″

2-550S162-97 6′-5″ 6′-2″ 5′-11″ 5′-9″ 5′-4″ 6′-3″ 6′-0″ 5′-9″ 5′-6″ 5′-2″

2-800S162-33 — — — — — — — — — —

2-800S162-43 2′-11″ 2′-2″ — — — 2′-6″ — — — —

2-800S162-54 4′-11″ 4′-3″ 3′-8″ 3′-2″ 2′-8″ 4′-6″ 3′-11″ 3′-5″ 2′-11″ 2′-4″

2-800S162-68 6′-7″ 5′-11″ 5′-4″ 4′-11″ 4′-6″ 6′-2″ 5′-7″ 5′-1″ 4′-8″ 4′-3″

2-800S162-97 8′-9″ 8′-5″ 7′-11″ 7′-6″ 7′-0″ 8′-5″ 8′-1″ 7′-9″ 7′-3″ 6′-10″

2-1000S162-43 2′-4″ 2′-1″ — — — 2′-2″ 1′-11″ — — —

2-1000S162-54 4′-8″ 4′-1″ 3′-8″ 3′-3″ 3′-0″ 4′-4″ 3′-10″ 3′-5″ 3′-1″ 2′-9″

2-1000S162-68 7′-6″ 6′-9″ 6′-2″ 5′-8″ 5′-2″ 7′-1″ 6′-5″ 5′-10″ 5′-4″ 4′-11″

2-1000S162-97 9′-9″ 9′-2″ 8′-7″ 8′-2″ 7′-8″ 9′-5″ 8′-10″ 8′-5″ 7′-11″ 7′-5″

2-1200S162-54 — — — — — — — — — —

2-1200S162-68 7′-0″ 6′-4″ 5′-9″ 5′-3″ 4′-9″ 6′-7″ 6′-0″ 5′-5″ 5′-0″ 4′-6″







WALL CONSTRUCTION

TABLE R603.7(1)TOTAL NUMBER OF JACK AND KING STUDS REQUIRED AT EACH END OF AN OPENING

SIZE OF OPENING(feet-inches)

24 O.C. STUD SPACING 16 O.C. STUD SPACING

No. of jack studs No. of king studs No. of jack studs No. of king studs

Up to 3′-6″ 1 1 1 1

> 3′-6″ to 5′-0″ 1 2 1 2

> 5′-0″ to 5′-6″ 1 2 2 2

> 5′-6″ to 8′-0″ 1 2 2 2

> 8′-0″ to 10′-6″ 2 2 2 3

> 10′-6″ to 12′-0″ 2 2 3 3

> 12′-0″ to 13′-0″ 2 3 3 3

> 13′-0″ to 14′-0″ 2 3 3 4

> 14′-0″ to 16′-0″ 2 3 3 4

> 16′-0″ to 18′-0″ 3 3 4 4


TABLE R603.7(2)HEADER TO KING STUD CONNECTION REQUIREMENTSa, b, c, d

HEADER SPAN(feet)

BASIC WIND SPEED (mph), EXPOSURE

85 B or Seismic DesignCategories A, B, C, D1 and D2 85 C or less than 110 B Less than 110 C

≤ 4′ 4-No. 8 screws 4-No. 8 screws 6-No. 8 screws

> 4′ to 8′ 4-No. 8 screws 4-No. 8 screws 8-No. 8 screws

> 8′ to 12′ 4-No. 8 screws 6-No. 8 screws 10-No. 8 screws

> 12′to 16′ 4-No. 8 screws 8-No. 8 screws 12-No. 8 screws

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound = 4.448 N.a. All screw sizes shown are minimum.b. For headers located on the first floor of a two-story building or the first or second floor of a three-story building, the total number of screws is permitted to be

reduced by 2 screws, but the total number of screws shall be no less than 4.c. For roof slopes of 6:12 or greater, the required number of screws may be reduced by half, but the total number of screws shall be no less than four.d. Screws can be replaced by an uplift connector which has a capacity of the number of screws multiplied by 164 pounds (e.g., 12-No. 8 screws can be replaced by an

uplift connector whose capacity exceeds 12 × 164 pounds = 1,968 pounds).




WALL CONSTRUCTION

TABLE R603.8HEAD AND SILL TRACK SPAN

Fy = 33 ksi

BASIC WIND SPEED(mph)

ALLOWABLE HEAD AND SILL TRACK SPANa,b,c

(ft-in.)

EXPOSURE TRACK DESIGNATION

B C 350T125-33 350T125-43 350T125-54 550T125-33 550T125-43 550T125-54

85 — 5′-0″ 5′-7″ 6′-2″ 5′-10″ 6′-8″ 7′-0″

90 — 4′-10″ 5′-5″ 6′-0″ 5′-8″ 6′-3″ 6′-10″

100 85 4′-6″ 5′-1″ 5′-8″ 5′-4″ 5′-11″ 6′-5″

110 90 4′-2″ 4′-9″ 5′-4″ 5′-1″ 5′-7″ 6′-1″

120 100 3′-11″ 4′-6″ 5′-0″ 4′-10″ 5′-4″ 5′-10″

130 110 3′-8″ 4′-2″ 4′-9″ 4′-1″ 5′-1″ 5′-7″

140 120 3′-7″ 4′-1″ 4′-7″ 3′-6″ 4′-11″ 5′-5″

150 130 3′-5″ 3′-10″ 4′-4″ 2′-11″ 4′-7″ 5′-2″

— 140 3′-1″ 3′-6″ 4′-1″ 2′-3″ 4′-0″ 4′-10″

— 150 2′-9″ 3′-4″ 3′-10″ 2′-0″ 3′-7″ 4′-7″For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.a. Deflection limit: L/240.b. Head and sill track spans are based on components and cladding wind speeds and 48 inch tributary span.c. For openings less than 4 feet in height that have both a head track and sill track, the above spans are permitted to be multiplied by 1.75. For openings less than or

equal to 6 feet in height that have both a head track and a sill track, the above spans are permitted to be multiplied by a factor of 1.5.

EDGE FASTENER

FIELD FASTENER

WA

LL

HE

IGH

T

STRUCTURAL SHEATHINGPANEL

STUD SPACING

FIGURE R603.9STRUCTURAL SHEATHING FASTENING PATTERN




WALL CONSTRUCTION

INSIDE FACE

DOUBLE STUDS BACK TO BACK WITHOUTSIDE STUD CAPPED WITH TRACK DOUBLE ROW OF NO. 8 SCREWS

AT 12 IN. O.C.HOLDOWN AS REQUIRED BYSECTION R603.9.4

INSIDE FACE

PLYWOOD, OSB OR GWBSHEATHING PER SHEARWALLREQUIREMENTS

NO. 8 SCREWS ATTACHINGTRACK TO STUD AT 8 IN.O.C. EACH FLANGE

NO. 8 SHEATHING ATTACHMENTSCREWS AS REQUIRED BYSECTION R603.9.3

OUTSIDE FACE

WALLBOARD BACKING STUDS


FIGURE R603.9.2CORNER STUD HOLD DOWN DETAIL

TABLE R603.9.2(1)MINIMUM PERCENTAGE OF FULL HEIGHT

STRUCTURAL SHEATHING ON EXTERIOR WALLSa,b

WALL SUPPORTING ROOF SLOPE

BASIC WIND SPEED AND EXPOSURE(mph)

85B

90B

100B

< 110B

100 C < 110 C85 C 90 C

Roof and ceiling only(One story or top floor oftwo or three story building)

3:12 8 9 9 12 16 20

6:12 12 13 15 20 26 35

9:12 21 23 25 30 50 58

12:12 30 33 35 40 66 75

One story, roof and ceiling(First floor of a two-storybuilding or second floor of athree story building)

3:12 24 27 30 35 50 66

6:12 25 28 30 40 58 74

9:12 35 38 40 55 74 91

12:12 40 45 50 65 100 115

Two story, roof and ceiling(First floor of a three storybuilding)

3:12 40 45 51 58 84 112

6:12 38 43 45 60 90 113

9:12 49 53 55 80 98 124

12:12 50 57 65 90 134 155

For SI: 1 mile per hour = 0.447 m/s.a. Linear interpolation is permitted.b. For hip-roofed homes the minimum percentage of full height sheathing, based upon wind, is permitted to be multiplied by a factor of 0.95 for roof slopes not

exceeding 7:12 and a factor of 0.9 for roof slopes greater than 7:12.



R606.2 Thickness of masonry. The nominal thickness ofmasonry walls shall conform to the requirements of SectionsR606.2.1 through R606.2.4.

R606.2.1 Minimum thickness. The minimum thickness ofmasonry bearing walls more than one story high shall be 8inches (203 mm). Solid masonry walls of one-story dwell-ings and garages shall not be less than 6 inches (152 mm) inthickness when not greater than 9 feet (2743 mm) in height,provided that when gable construction is used, an additional6 feet (1829 mm) is permitted to the peak of the gable.Masonry walls shall be laterally supported in either the hori-zontal or vertical direction at intervals as required by Sec-tion R606.9.

R606.2.2 Rubble stone masonry wall. The minimumthickness of rough, random or coursed rubble stonemasonry walls shall be 16 inches (406 mm).

R606.2.3 Change in thickness. Where walls of masonry ofhollow units or masonry-bonded hollow walls are decreasedin thickness, a course of solid masonry shall be constructedbetween the wall below and the thinner wall above, or spe-cial units or construction shall be used to transmit the loadsfrom face shells or wythes above to those below.

R606.2.4 Parapet walls. Unreinforced solid masonry para-pet walls shall not be less than 8 inches (203 mm) thick andtheir height shall not exceed four times their thickness.Unreinforced hollow unit masonry parapet walls shall benot less than 8 inches (203 mm) thick, and their height shallnot exceed three times their thickness. Masonry parapetwalls in areas subject to wind loads of 30 pounds per squarefoot (1.44 kPa) located in Seismic Design Category D1 orD2, or on townhouses in Seismic Design Category C shall bereinforced in accordance with Section R606.12.

R606.3 Corbeled masonry. Corbeled masonry shall be inaccordance with Sections R606.3.1 through R606.3.3.

R606.3.1 Units. Solid masonry units or masonry units filledwith mortar or grout shall be used for corbeling.

R606.3.2 Corbel projection. The maximum projection ofone unit shall not exceed one-half the height of the unit orone-third the thickness at right angles to the wall. The maxi-mum corbeled projection beyond the face of the wall shallnot exceed:

1. One-half of the wall thickness for multiwythe wallsbonded by mortar or grout and wall ties or masonryheaders, or

2. One-half the wythe thickness for single wythe walls,masonry-bonded hollow walls, multiwythe wallswith open collar joints and veneer walls.

R606.3.3 Corbeled masonry supporting floor orroof-framing members. When corbeled masonry is used tosupport floor or roof-framing members, the top course ofthe corbel shall be a header course or the top course bed jointshall have ties to the vertical wall.

R606.4 Support conditions. Bearing and support conditionsshall be in accordance with Sections R606.4.1 and R606.4.2.

R606.4.1 Bearing on support. Each masonry wythe shallbe supported by at least two-thirds of the wythe thickness.

R606.4.2 Support at foundation. Cavity wall or masonryveneer construction may be supported on an 8-inch (203mm) foundation wall, provided the 8-inch (203 mm) wall iscorbeled to the width of the wall system above with masonryconstructed of solid masonry units or masonry units filledwith mortar or grout. The total horizontal projection of thecorbel shall not exceed 2 inches (51 mm) with individualcorbels projecting not more than one-third the thickness ofthe unit or one-half the height of the unit. The hollow spacebehind the corbeled masonry shall be filled with mortar orgrout.

R606.5 Allowable stresses. Allowable compressive stresses inmasonry shall not exceed the values prescribed in TableR606.5. In determining the stresses in masonry, the effects ofall loads and conditions of loading and the influence of allforces affecting the design and strength of the several partsshall be taken into account.

R606.5.1 Combined units. In walls or other structuralmembers composed of different kinds or grades of units,materials or mortars, the maximum stress shall not exceedthe allowable stress for the weakest of the combination ofunits, materials and mortars of which the member is com-posed. The net thickness of any facing unit that is used toresist stress shall not be less than 1.5 inches (38 mm).

R606.6 Piers. The unsupported height of masonry piers shallnot exceed ten times their least dimension. When structuralclay tile or hollow concrete masonry units are used for isolated


WALL CONSTRUCTION

TABLE R603.9.2(2)FULL HEIGHT SHEATHING LENGTH ADJUSTMENT FACTORS

PLAN ASPECT RATIO

LENGTH ADJUSTMENT FACTORS

Short wall Long wall

1:1 1.0 1.0

1.5:1 1.5 0.67

2:1 2.0 0.50

3:1 3.0 0.33

4:1 4.0 0.25



piers to support beams and girders, the cellular spaces shall befilled solidly with concrete or Type M or S mortar, except thatunfilled hollow piers may be used if their unsupported height isnot more than four times their least dimension. Where hollowmasonry units are solidly filled with concrete or Type M, S or Nmortar, the allowable compressive stress shall be permitted tobe increased as provided in Table R606.5.

TABLE R606.5ALLOWABLE COMPRESSIVE STRESSES FOR

EMPIRICAL DESIGN OF MASONRY

CONSTRUCTION; COMPRESSIVESTRENGTH OF UNIT, GROSS AREA

ALLOWABLE COMPRESSIVESTRESSESa GROSS

CROSS-SECTIONAL AREAb

Type M or Smortar

Type Nmortar

Solid masonry of brick and othersolid units of clay or shale;sand-lime or concrete brick:

8,000+ psi4,500 psi2,500 psi1,500 psi

350225160115

300200140100

Groutedc masonry, of clay or shale;sand-lime or concrete:

4,500+ psi2,500 psi1,500 psi

225160115

200140100

Solid masonry of solid concretemasonry units:

3,000+ psi2,000 psi1,200 psi

225160115

200140100

Masonry of hollow load-bearingunits:

2,000+ psi1,500 psi1,000 psi700 psi

1401157560

1201007055

Hollow walls (cavity or masonrybondedd) solid units:

2,500+ psi1,500 psiHollow units

16011575

14010070

Stone ashlar masonry:GraniteLimestone or marbleSandstone or cast stone

720450360

640400320

Rubble stone masonry:Coarse, rough or random 120 100

For SI: 1 pound per square inch = 6.895 kPa.a. Linear interpolation shall be used for determining allowable stresses for

masonry units having compressive strengths that are intermediate betweenthose given in the table.

b. Gross cross-sectional area shall be calculated on the actual rather than nomi-nal dimensions.

c. See Section R608.d. Where floor and roof loads are carried upon one wythe, the gross cross-sec-

tional area is that of the wythe under load; if both wythes are loaded, thegross cross-sectional area is that of the wall minus the area of the cavitybetween the wythes. Walls bonded with metal ties shall be considered ascavity walls unless the collar joints are filled with mortar or grout.

R606.6.1 Pier cap. Hollow piers shall be capped with 4inches (102 mm) of solid masonry or concrete or shall havecavities of the top course filled with concrete or grout orother approved methods.

R606.7 Chases. Chases and recesses in masonry walls shallnot be deeper than one-third the wall thickness, and the maxi-mum length of a horizontal chase or horizontal projectionshall not exceed 4 feet (1219 mm), and shall have at least 8inches (203 mm) of masonry in back of the chases andrecesses and between adjacent chases or recesses and thejambs of openings. Chases and recesses in masonry wallsshall be designed and constructed so as not to reduce therequired strength or required fire resistance of the wall and inno case shall a chase or recess be permitted within therequired area of a pier. Masonry directly above chases orrecesses wider than 12 inches (305 mm) shall be supported onnoncombustible lintels.

R606.8 Stack bond. In unreinforced masonry where masonryunits are laid in stack bond, longitudinal reinforcement consist-ing of not less than two continuous wires each with a minimumaggregate cross-sectional area of 0.017 square inch (11 mm2)shall be provided in horizontal bed joints spaced not more than16 inches (406 mm) on center vertically.

R606.9 Lateral support. Masonry walls shall be laterallysupported in either the horizontal or the vertical direction.The maximum spacing between lateral supports shall notexceed the distances in Table R606.9. Lateral support shall beprovided by cross walls, pilasters, buttresses or structuralframe members when the limiting distance is taken horizon-tally, or by floors or roofs when the limiting distance is takenvertically.

TABLE R606.9SPACING OF LATERAL SUPPORT FOR MASONRY WALLS

CONSTRUCTION

MAXIMUM WALL LENGTH TOTHICKNESS OR WALL HEIGHT

TO THICKNESSa,b

Bearing walls:Solid or solid groutedAll other

2018

Nonbearing walls:ExteriorInterior

1836

For SI: 1 foot = 304.8 mm.a. Except for cavity walls and cantilevered walls, the thickness of a wall

shall be its nominal thickness measured perpendicular to the face of thewall. For cavity walls, the thickness shall be determined as the sum of thenominal thicknesses of the individual wythes. For cantilever walls,except for parapets, the ratio of height to nominal thickness shall notexceed 6 for solid masonry, or 4 for hollow masonry. For parapets, seeSection R606.2.4.

b. An additional unsupported height of 6 feet is permitted for gable endwalls.

R606.9.1 Horizontal lateral support. Lateral support inthe horizontal direction provided by intersecting masonrywalls shall be provided by one of the methods in SectionR606.9.1.1 or Section R606.9.1.2.

R606.9.1.1 Bonding pattern. Fifty percent of the unitsat the intersection shall be laid in an overlapping


WALL CONSTRUCTION



masonry bonding pattern, with alternate units having abearing of not less than 3 inches (76 mm) on the unitbelow.

R606.9.1.2 Metal reinforcement. Interior nonload-bearing walls shall be anchored at their intersections, atvertical intervals of not more than 16 inches (406 mm)with joint reinforcement of at least 9 gage [0.148 in.(4mm)], or 1/4 inch (6 mm) galvanized mesh hardwarecloth. Intersecting masonry walls, other than interiornonloadbearing walls, shall be anchored at vertical intervalsof not more than 8 inches (203 mm) with joint reinforce-ment of at least 9 gage and shall extend at least 30 inches(762 mm) in each direction at the intersection. Other metalties, joint reinforcement or anchors, if used, shall be spacedto provide equivalent area of anchorage to that required bythis section.

R606.9.2 Vertical lateral support. Vertical lateral supportof masonry walls in Seismic Design Category A, B or Cshall be provided in accordance with one of the methods inSection R606.9.2.1 or Section R606.9.2.2.

R606.9.2.1 Roof structures. Masonry walls shall beanchored to roof structures with metal strap anchorsspaced in accordance with the manufacturer’s instruc-tions, 1/2-inch (13 mm) bolts spaced not more than 6 feet(1829 mm) on center, or other approved anchors.Anchors shall be embedded at least 16 inches (406 mm)into the masonry, or be hooked or welded to bond beamreinforcement placed not less than 6 inches (152 mm)from the top of the wall.

R606.9.2.2 Floor diaphragms. Masonry walls shall beanchored to floor diaphragm framing by metal strapanchors spaced in accordance with the manufacturer’sinstructions, 1/2-inch-diameter (13 mm) bolts spaced atintervals not to exceed 6 feet (1829 mm) and installed asshown in Figure R606.11(1), or by other approved meth-ods.

R606.10 Lintels. Masonry over openings shall be supportedby steel lintels, reinforced concrete or masonry lintels ormasonry arches, designed to support load imposed.

R606.11 Anchorage. Masonry walls shall be anchored to floorand roof systems in accordance with the details shown in Fig-ure R606.11(1), R606.11(2) or R606.11(3). Footings may beconsidered as points of lateral support.

R606.12 Seismic requirements. The seismic requirements ofthis section shall apply to the design of masonry and the con-struction of masonry building elements located in SeismicDesign Category D1 or D2. Townhouses in Seismic Design Cat-egory C shall comply with the requirements of SectionR606.12.2. These requirements shall not apply to glass unitmasonry conforming to Section R610 or masonry veneer con-forming to Section R703.7.

R606.12.1 General. Masonry structures and masonry ele-ments shall comply with the requirements of SectionsR606.12.2 through R606.12.4 based on the seismic designcategory established in Table R301.2(1). Masonry struc-tures and masonry elements shall comply with the require-ments of Section R606.12 and Figures R606.11(1),R606.11(2) and R606.11(3) or shall be designed in accor-dance with TMS 402/ACI 530/ASCE 5.

R606.12.1.1 Floor and roof diaphragm construc-tion. Floor and roof diaphragms shall be constructed ofwood structural panels attached to wood framing inaccordance with Table R602.3(1) or to cold-formedsteel floor framing in accordance with TableR505.3.1(2) or to cold-formed steel roof framing inaccordance with Table R804.3. Additionally, sheathingpanel edges perpendicular to framing members shall bebacked by blocking, and sheathing shall be connectedto the blocking with fasteners at the edge spacing. ForSeismic Design Categories C, D1 and D2, where thewidth-to-thickness dimension of the diaphragmexceeds 2-to-1, edge spacing of fasteners shall be 4inches (102 mm) on center.

R606.12.2 Seismic Design Category C. Townhouseslocated in Seismic Design Category C shall comply with therequirements of this section.

R606.12.2.1 Minimum length of wall without open-ings. Table R606.12.2.1 shall be used to determine theminimum required solid wall length without openings ateach masonry exterior wall. The provided percentage ofsolid wall length shall include only those wall segmentsthat are 3 feet (914 mm) or longer. The maximum cleardistance between wall segments included in determiningthe solid wall length shall not exceed 18 feet (5486 mm).Shear wall segments required to meet the minimum walllength shal l be in accordance with Sect ionR606.12.2.2.3.

R606.12.2.2 Design of elements not part of the lateralforce-resisting system.

R606.12.2.2.1 Load-bearing frames or columns.Elements not part of the lateral-force-resisting sys-tem shall be analyzed to determine their effect on theresponse of the system. The frames or columns shallbe adequate for vertical load carrying capacity andinduced moment caused by the design story drift.

R606.12.2.2.2 Masonry partition walls. Masonrypartition walls, masonry screen walls and othermasonry elements that are not designed to resist ver-tical or lateral loads, other than those induced bytheir own weight, shall be isolated from the structureso that vertical and lateral forces are not imparted tothese elements. Isolation joints and connectorsbetween these elements and the structure shall bedesigned to accommodate the design story drift.


WALL CONSTRUCTION




WALL CONSTRUCTION

NOTE: Where bolts are located in hollow masonry, the cells in the courses receiving the bolt shall be grouted solid.For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0.479kPa.

FIGURE R606.11(1)ANCHORAGE REQUIREMENTS FOR MASONRY WALLS LOCATED IN SEISMIC

DESIGN CATEGORY A, B OR C AND WHERE WIND LOADS ARE LESS THAN 30 PSF




WALL CONSTRUCTION


FIGURE R606.11(2)REQUIREMENTS FOR REINFORCED GROUTED MASONRY CONSTRUCTION IN SEISMIC DESIGN CATEGORY C




WALL CONSTRUCTION

NOTE: A full bed joint must be provided. All cells containing vertical bars are to be filled to the top of wall and provide inspection opening as shown on detail “A.”Horizontal bars are to be laid as shown on detail “B.” Lintel bars are to be laid as shown on Section C.


FIGURE R606.11(3)REQUIREMENTS FOR REINFORCED MASONRY CONSTRUCTION IN SEISMIC DESIGN CATEGORY D1, OR D2



R606.12.2.2.3 Reinforcement requirements formasonry elements. Masonry elements listed in Sec-tion R606.12.2.2.2 shall be reinforced in either thehorizontal or vertical direction as shown in FigureR606.11(2) and in accordance with the following:

1. Horizontal reinforcement. Horizontal jointreinforcement shall consist of at least two lon-gitudinal W1.7 wires spaced not more than 16inches (406 mm) for walls greater than 4 inches(102 mm) in width and at least one longitudinalW1.7 wire spaced not more than 16 inches (406mm) for walls not exceeding 4 inches (102 mm)in width; or at least one No. 4 bar spaced notmore than 48 inches (1219 mm). Where twolongitudinal wires of joint reinforcement areused, the space between these wires shall be thewidest that the mortar joint will accommodate.Horizontal reinforcement shall be providedwithin 16 inches (406 mm) of the top and bot-tom of these masonry elements.

2. Vertical reinforcement. Vertical reinforcementshall consist of at least one No. 4 bar spaced notmore than 48 inches (1219 mm). Vertical rein-forcement shall be located within 16 inches(406 mm) of the ends of masonry walls.

R606.12.2.3 Design of elements part of the lat-eral-force-resisting system.

R606.12.2.3.1 Connections to masonry shearwalls. Connectors shall be provided to transfer forcesbetween masonry walls and horizontal elements inaccordance with the requirements of Section 1.7.4 ofTMS 402/ACI 530/ASCE 5. Connectors shall bedesigned to transfer horizontal design forces actingeither perpendicular or parallel to the wall, but not lessthan 200 pounds per linear foot (2919 N/m) of wall.The maximum spacing between connectors shall be 4feet (1219 mm). Such anchorage mechanisms shallnot induce tension stresses perpendicular to grain inledgers or nailers.

R606.12.2.3.2 Connections to masonry columns.Connectors shall be provided to transfer forcesbetween masonry columns and horizontal elements inaccordance with the requirements of Section 1.7.4 of

TMS 402/ACI 530/ASCE 5. Where anchor bolts areused to connect horizontal elements to the tops of col-umns, the bolts shall be placed within lateral ties. Lat-eral ties shall enclose both the vertical bars in thecolumn and the anchor bolts. There shall be a mini-mum of two No. 4 lateral ties provided in the top 5inches (127 mm) of the column.

R606.12.2.3.3 Minimum reinforcement require-ments for masonry shear walls. Vertical reinforce-ment of at least one No. 4 bar shall be provided atcorners, within 16 inches (406 mm) of each side ofopenings, within 8 inches (203 mm) of each side ofmovement joints, within 8 inches (203 mm) of theends of walls, and at a maximum spacing of 10 feet(3048 mm).

Horizontal joint reinforcement shall consist of atleast two wires of W1.7 spaced not more than 16inches (406 mm); or bond beam reinforcement of atleast one No. 4 bar spaced not more than 10 feet (3048mm) shall be provided. Horizontal reinforcementshall also be provided at the bottom and top of wallopenings and shall extend not less than 24 inches (610mm) nor less than 40 bar diameters past the opening;continuously at structurally connected roof and floorlevels; and within 16 inches (406 mm) of the top ofwalls.

R606.12.3 Seismic Design Category D1. Structures inSeismic Design Category D1 shall comply with the require-ments of Seismic Design Category C and the additionalrequirements of this section.

R606.12.3.1 Design requirements. Masonry elementsother than those covered by Section R606.12.2.2.2 shallbe designed in accordance with the requirements ofChapter 1 and Sections 2.1 and 2.3 of TMS 402/ACI530/ASCE 5 and shall meet the minimum reinforcementrequirements contained in Sections R606.12.3.2 andR606.12.3.2.1.

Exception: Masonry walls limited to one story inheight and 9 feet (2743 mm) between lateral supportsneed not be designed provided they comply with theminimum reinforcement requirements of SectionsR606.12.3.2 and R606.12.3.2.1.


WALL CONSTRUCTION

TABLE R606.12.2.1MINIMUM SOLID WALL LENGTH ALONG EXTERIOR WALL LINES

SESIMIC DESIGN CATEGORY

MINIMUM SOLID WALL LENGTH (percent)a

One Story orTop Story of Two Story

Wall Supporting Light-framedSecond Story and Roof

Wall Supporting Masonry SecondStory and Roof

Townhouses in C 20 25 35

D1 25 NP NP

D2 30 NP NP

NP = Not permitted , except with design in accordance with the International Building Code.a. For all walls, the minimum required length of solid walls shall be based on the table percent multiplied by the dimension, parallel to the wall direction under consid-

eration, of a rectangle inscribing the overall building plan.



R606.12.3.2 Minimum reinforcement requirements formasonry walls. Masonry walls other than those covered bySection R606.12.2.2.3 shall be reinforced in both the verti-cal and horizontal direction. The sum of the cross-sectionalarea of horizontal and vertical reinforcement shall be atleast 0.002 times the gross cross-sectional area of the wall,and the minimum cross-sectional area in each directionshall be not less than 0.0007 times the gross cross-sectionalarea of the wall. Reinforcement shall be uniformly distrib-uted. Table R606.12.3.2 shows the minimum reinforcingbar sizes required for varying thicknesses of masonry walls.The maximum spacing of reinforcement shall be 48 inches(1219 mm) provided that the walls are solid grouted andconstructed of hollow open-end units, hollow units laidwith full head joints or two wythes of solid units. The maxi-mum spacing of reinforcement shall be 24 inches (610 mm)for all other masonry.

R606.12.3.2.1 Shear wall reinforcement require-ments. The maximum spacing of vertical and hori-zontal reinforcement shall be the smaller of one-thirdthe length of the shear wall, one-third the height of theshear wall, or 48 inches (1219 mm). The minimumcross-sectional area of vertical reinforcement shall beone-third of the required shear reinforcement. Shearreinforcement shall be anchored around vertical rein-forcing bars with a standard hook.

R606.12.3.3 Minimum reinforcement for masonrycolumns. Lateral ties in masonry columns shall bespaced not more than 8 inches (203 mm) on center andshall be at least 3/8 inch (9.5 mm) diameter. Lateral tiesshall be embedded in grout.

R606.12.3.4 Material restrictions. Type N mortar ormasonry cement shall not be used as part of thelateral-force-resisting system.

R606.12.3.5 Lateral tie anchorage. Standard hooks forlateral tie anchorage shall be either a 135-degree (2.4 rad)standard hook or a 180-degree (3.2 rad) standard hook.

R606.12.4 Seismic Design Category D2. All structures inSeismic Design Category D2 shall comply with the require-ments of Seismic Design Category D1 and to the additionalrequirements of this section.

R606.12.4.1 Design of elements not part of the lat-eral-force-resisting system. Stack bond masonry that isnot part of the lateral-force-resisting system shall have ahorizontal cross-sectional area of reinforcement of at least0.0015 times the gross cross-sectional area of masonry.Table R606.12.4.1 shows minimum reinforcing bar sizesfor masonry walls. The maximum spacing of horizontalreinforcement shall be 24 inches (610 mm). These ele-ments shall be solidly grouted and shall be constructed ofhollow open-end units or two wythes of solid units.

TABLE R606.12.4.1MINIMUM REINFORCING FOR STACKED BONDED

MASONRY WALLS IN SEISMIC DESIGN CATEGORY D2

NOMINAL WALL THICKNESS(inches)

MINIMUM BAR SIZESPACED AT 24 INCHES

681012

#4#5#5#6


R606.12.4.2 Design of elements part of the lat-eral-force-resisting system. Stack bond masonry that ispart of the lateral-force-resisting system shall have a hori-zontal cross-sectional area of reinforcement of at least0.0025 times the gross cross-sectional area of masonry.Table R606.12.4.2 shows minimum reinforcing bar sizesfor masonry walls. The maximum spacing of horizontalreinforcement shall be 16 inches (406 mm). These ele-ments shall be solidly grouted and shall be constructed ofhollow open-end units or two wythes of solid units.

TABLE R606.12.4.2MINIMUM REINFORCING FOR STACKED BONDED MASONRY

WALLS IN SEISMIC DESIGN CATEGORY D2


MINIMUM BAR SIZESPACED AT 16 INCHES

681012

#4#5#5#6



WALL CONSTRUCTION

TABLE R606.12.3.2MINIMUM DISTRIBUTED WALL REINFORCEMENT FOR BUILDING ASSIGNED TO SEISMIC DESIGN CATEGORY D0 or D1


MINIMUM SUM OF THE VERTICALAND HORIZONTAL

REINFORCEMENT AREASa

(square inches per foot)

MINIMUM REINFORCEMENT ASDISTRIBUTED IN BOTH

HORIZONTAL AND VERTICALDIRECTIONSb

(square inches per foot)

MINIMUM BAR SIZE FORREINFORCEMENT SPACED AT 48

INCHES

681012

0.1350.1830.2310.279

0.0470.0640.0810.098

#4#5#6#6

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square inch per foot = 2064 mm2/m.a. Based on the minimum reinforcing ratio of 0.002 times the gross cross-sectional area of the wall.b. Based on the minimum reinforcing ratio each direction of 0.0007 times the gross cross-sectional area of the wall.



R606.13 Protection for reinforcement. Bars shall be com-pletely embedded in mortar or grout. Joint reinforcementembedded in horizontal mortar joints shall not have less than5/8-inch (15.9 mm) mortar coverage from the exposed face. Allother reinforcement shall have a minimum coverage of one bardiameter over all bars, but not less than 3/4 inch (19 mm), exceptwhere exposed to weather or soil, in which case the minimumcoverage shall be 2 inches (51 mm).

R606.14 Beam supports. Beams, girders or other concen-trated loads supported by a wall or column shall have a bearingof at least 3 inches (76 mm) in length measured parallel to thebeam upon solid masonry not less than 4 inches (102 mm) inthickness, or upon a metal bearing plate of adequate design anddimensions to distribute the load safely, or upon a continuousreinforced masonry member projecting not less than 4 inches(102 mm) from the face of the wall.

R606.14.1 Joist bearing. Joists shall have a bearing of notless than 11/2 inches (38 mm), except as provided in SectionR606.14, and shall be supported in accordance with FigureR606.11(1).

R606.15 Metal accessories. Joint reinforcement, anchors, tiesand wire fabric shall conform to the following: ASTM A 82 forwire anchors and ties; ASTM A 36 for plate, headed andbent-bar anchors; ASTM A 510 for corrugated sheet metalanchors and ties; ASTM A 951 for joint reinforcement; ASTMB 227 for copper-clad steel wire ties; or ASTM A 167 for stain-less steel hardware.

R606.15.1 Corrosion protection. Minimum corrosionprotection of joint reinforcement, anchor ties and wire fab-ric for use in masonry wall construction shall conform toTable R606.15.1.

TABLE R606.15.1MINIMUM CORROSION PROTECTION

MASONRY METAL ACCESSORY STANDARD

Joint reinforcement, interior walls ASTM A 641, Class 1

Wire ties or anchors in exterior wallscompletely embedded in mortar orgrout

ASTM A 641, Class 3

Wire ties or anchors in exterior wallsnot completely embedded in mortaror grout

ASTM A 153, Class B-2

Joint reinforcement in exterior wallsor interior walls exposed to moistenvironment

ASTM A 153, Class B-2

Sheet metal ties or anchors exposedto weather ASTM A 153, Class B-2

Sheet metal ties or anchors completelyembedded in mortar or grout

ASTM A 653, CoatingDesignation G60

Stainless steel hardware for anyexposure ASTM A 167, Type 304

SECTION R607UNIT MASONRY

R607.1 Mortar. Mortar for use in masonry construction shallcomply with ASTM C 270. The type of mortar shall be inaccordance with Sections R607.1.1, R607.1.2 and R607.1.3

and shall meet the proportion specifications of Table R607.1 orthe property specifications of ASTM C 270.

R607.1.1 Foundation walls. Masonry foundation wallsconstructed as set forth in Tables R404.1.1(1) throughR404.1.1(4) and mortar shall be Type M or S.

R607.1.2 Masonry in Seismic Design Categories A, Band C. Mortar for masonry serving as the lat-eral-force-resisting system in Seismic Design Categories A,B and C shall be Type M, S or N mortar.

R607.1.3 Masonry in Seismic Design Categories D1 and D2.Mortar for masonry serving as the lateral-force- resisting sys-tem in Seismic Design Categories D1 and D2 shall be Type Mor S portland cement-lime or mortar cement mortar.

R607.2 Placing mortar and masonry units.

R607.2.1 Bed and head joints. Unless otherwise requiredor indicated on the project drawings, head and bed jointsshall be 3/8 inch (10 mm) thick, except that the thickness ofthe bed joint of the starting course placed over foundationsshall not be less than 1/4 inch (7 mm) and not more than 3/4

inch (19 mm).

R607.2.1.1 Mortar joint thickness tolerance. Mortarjoint thickness for load-bearing masonry shall be withinthe following tolerances from the specified dimensions:

1. Bed joint: + 1/8 inch (3 mm).

2. Head joint: - 1/4 inch (7 mm), + 3/8 inch (10 mm).

3. Collar joints: - 1/4 inch (7 mm), + 3/8 inch (10 mm).

R607.2.2 Masonry unit placement. The mortar shall besufficiently plastic and units shall be placed with sufficientpressure to extrude mortar from the joint and produce a tightjoint. Deep furrowing of bed joints that produces voids shallnot be permitted. Any units disturbed to the extent that ini-tial bond is broken after initial placement shall be removedand relaid in fresh mortar. Surfaces to be in contact withmortar shall be clean and free of deleterious materials.

R607.2.2.1 Solid masonry. Solid masonry units shall belaid with full head and bed joints and all interior verticaljoints that are designed to receive mortar shall be filled.

R607.2.2.2 Hollow masonry. For hollow masonry units,head and bed joints shall be filled solidly with mortar fora distance in from the face of the unit not less than thethickness of the face shell.

R607.3 Installation of wall ties. The installation of wall tiesshall be as follows:

1. The ends of wall ties shall be embedded in mortar joints.Wall tie ends shall engage outer face shells of hollowunits by at least 1/2 inch (13 mm). Wire wall ties shall beembedded at least 11/2 inches (38 mm) into the mortarbed of solid masonry units or solid grouted hollow units.

2. Wall ties shall not be bent after being embedded in groutor mortar.


WALL CONSTRUCTION



SECTION R608MULTIPLE WYTHE MASONRY

R608.1 General. The facing and backing of multiple wythemasonry walls shall be bonded in accordance with SectionR608.1.1, R608.1.2 or R608.1.3. In cavity walls, neither thefacing nor the backing shall be less than 3 inches (76 mm) nom-inal in thickness and the cavity shall not be more than 4 inches(102 mm) nominal in width. The backing shall be at least asthick as the facing.

Exception: Cavities shall be permitted to exceed the 4-inch(102 mm) nominal dimension provided tie size and tie spac-ing have been established by calculation.

R608.1.1 Bonding with masonry headers. Bonding withsolid or hollow masonry headers shall comply with SectionsR608.1.1.1 and R608.1.1.2.

R608.1.1.1 Solid units. Where the facing and backing(adjacent wythes) of solid masonry construction arebonded by means of masonry headers, no less than 4 per-cent of the wall surface of each face shall be composed ofheaders extending not less than 3 inches (76 mm) into thebacking. The distance between adjacent full-lengthheaders shall not exceed 24 inches (610 mm) either verti-cally or horizontally. In walls in which a single headerdoes not extend through the wall, headers from the oppo-site sides shall overlap at least 3 inches (76 mm), or head-ers from opposite sides shall be covered with anotherheader course overlapping the header below at least 3inches (76 mm).

R608.1.1.2 Hollow units. Where two or more hollowunits are used to make up the thickness of a wall, thestretcher courses shall be bonded at vertical intervals notexceeding 34 inches (864 mm) by lapping at least 3inches (76 mm) over the unit below, or by lapping at ver-tical intervals not exceeding 17 inches (432 mm) withunits that are at least 50 percent thicker than the unitsbelow.

R608.1.2 Bonding with wall ties or joint reinforcement.Bonding with wall ties or joint reinforcement shall complywith Sections R608.1.2.1 through R608.1.2.3.

R608.1.2.1 Bonding with wall ties. Bonding with wallties, except as required by Section R610, where the facingand backing (adjacent wythes) of masonry walls arebonded with 3/16-inch-diameter (5 mm) wall ties embed-ded in the horizontal mortar joints, there shall be at leastone metal tie for each 4.5 square feet (0.418 m2) of wallarea. Ties in alternate courses shall be staggered. Themaximum vertical distance between ties shall not exceed24 inches (610 mm), and the maximum horizontal dis-tance shall not exceed 36 inches (914 mm). Rods or tiesbent to rectangular shape shall be used with hollowmasonry units laid with the cells vertical. In other walls,the ends of ties shall be bent to 90-degree (0.79 rad) anglesto provide hooks no less than 2 inches (51 mm) long.Additional bonding ties shall be provided at all openings,spaced not more than 3 feet (914 mm) apart around theperimeter and within 12 inches (305 mm) of the opening.


WALL CONSTRUCTION

TABLE R607.1MORTAR PROPORTIONSa, b

PROPORTIONS BY VOLUME (cementitious materials)

MORTAR TYPEPortland cement or

blended cement

Mortar cement Masonry cementHydrated limec or

lime puttyAggregate ratio (measured in

damp, loose conditions)M S N M S N

Cement-lime

MSNO

1111

————

————

————

————

————

————

1/4

over 1/4 to 1/2

over 1/2 to 11/4

over 11/4 to 21/2

Not less than 21/4 and notmore than 3 times the sum

of separate volumes oflime, if used, and cement

Mortar cement

MMSSNO

1—1/2

———

—1————

———1——

1—1

—11

——————

——————

——————

—

Masonrycement

MMSSNO

1—1/2

———

—1

————

———1

——

1—1

—11

—

For SI: 1 cubic foot = 0.0283 m3, 1 pound = 0.454 kg.a. For the purpose of these specifications, the weight of 1 cubic foot of the respective materials shall be considered to be as follows:

Portland Cement 94 pounds Masonry Cement Weight printed on bagMortar Cement Weight printed on bag Hydrated Lime 40 poundsLime Putty (Quicklime) 80 pounds Sand, damp and loose 80 pounds of dry sand

b. Two air-entraining materials shall not be combined in mortar.c. Hydrated lime conforming to the requirements of ASTM C 270.



R608.1.2.2 Bonding with adjustable wall ties. Wherethe facing and backing (adjacent wythes) of masonry arebonded with adjustable wall ties, there shall be at leastone tie for each 2.67 square feet (0.248 m2) of wall area.Neither the vertical nor the horizontal spacing of theadjustable wall ties shall exceed 24 inches (610 mm).The maximum vertical offset of bed joints from onewythe to the other shall be 1.25 inches (32 mm). Themaximum clearance between connecting parts of the tiesshall be 1/16 inch (2 mm). When pintle legs are used, tiesshall have at least two 3/16-inch-diameter (5 mm) legs.

R608.1.2.3 Bonding with prefabricated joint rein-forcement. Where the facing and backing (adjacentwythes) of masonry are bonded with prefabricated jointreinforcement, there shall be at least one cross wire serv-ing as a tie for each 2.67 square feet (0.248 m2) of wallarea. The vertical spacing of the joint reinforcement shallnot exceed 16 inches (406 mm). Cross wires on prefabri-cated joint reinforcement shall not be smaller than No. 9gage. The longitudinal wires shall be embedded in themortar.

R608.1.3 Bonding with natural or cast stone. Bondingwith natural and cast stone shall conform to SectionsR608.1.3.1 and R608.1.3.2.

R608.1.3.1 Ashlar masonry. In ashlar masonry, bonderunits, uniformly distributed, shall be provided to theextent of not less than 10 percent of the wall area. Suchbonder units shall extend not less than 4 inches (102 mm)into the backing wall.

R608.1.3.2 Rubble stone masonry. Rubble stonemasonry 24 inches (610 mm) or less in thickness shallhave bonder units with a maximum spacing of 3 feet (914mm) vertically and 3 feet (914 mm) horizontally, and ifthe masonry is of greater thickness than 24 inches (610mm), shall have one bonder unit for each 6 square feet(0.557 m2) of wall surface on both sides.

R608.2 Masonry bonding pattern. Masonry laid in runningand stack bond shall conform to Sections R608.2.1 andR608.2.2.

R608.2.1 Masonry laid in running bond. In each wythe ofmasonry laid in running bond, head joints in successivecourses shall be offset by not less than one-fourth the unitlength, or the masonry walls shall be reinforced longitudi-nally as required in Section R608.2.2.

R608.2.2 Masonry laid in stack bond. Where unitmasonry is laid with less head joint offset than in Section

R608.2.1, the minimum area of horizontal reinforcementplaced in mortar bed joints or in bond beams spaced notmore than 48 inches (1219 mm) apart, shall be 0.0007 timesthe vertical cross-sectional area of the wall.

SECTION R609GROUTED MASONRY

R609.1 General. Grouted multiple-wythe masonry is a formof construction in which the space between the wythes is sol-idly filled with grout. It is not necessary for the cores ofmasonry units to be filled with grout. Grouted hollow unitmasonry is a form of construction in which certain cells of hol-low units are continuously filled with grout.

R609.1.1 Grout. Grout shall consist of cementitious mate-rial and aggregate in accordance with ASTM C 476 and theproportion specifications of Table R609.1.1. Type M orType S mortar to which sufficient water has been added toproduce pouring consistency can be used as grout.

R609.1.2 Grouting requirements. Maximum pour heightsand the minimum dimensions of spaces provided for groutplacement shall conform to Table R609.1.2. If the work isstopped for one hour or longer, the horizontal constructionjoints shall be formed by stopping all tiers at the same eleva-tion and with the grout 1 inch (25 mm) below the top.

R609.1.3 Grout space (cleaning). Provision shall be madefor cleaning grout space. Mortar projections that projectmore than 0.5 inch (13 mm) into grout space and any otherforeign matter shall be removed from grout space prior toinspection and grouting.

R609.1.4 Grout placement. Grout shall be a plastic mixsuitable for pumping without segregation of the constituentsand shall be mixed thoroughly. Grout shall be placed bypumping or by an approved alternate method and shall beplaced before any initial set occurs and in no case more than11/2 hours after water has been added. Grouting shall bedone in a continuous pour, in lifts not exceeding 5 feet (1524mm). It shall be consolidated by puddling or mechanicalvibrating during placing and reconsolidated after excessmoisture has been absorbed but before plasticity is lost.

R609.1.4.1 Grout pumped through aluminum pipes.Grout shall not be pumped through aluminum pipes.

R609.1.5 Cleanouts. Where required by the building offi-cial, cleanouts shall be provided as specified in this section.The cleanouts shall be sealed before grouting and afterinspection.


WALL CONSTRUCTION

TABLE R609.1.1GROUT PROPORTIONS BY VOLUME FOR MASONRY CONSTRUCTION

TYPE

PORTLAND CEMENTOR BLENDED CEMENT

SLAG CEMENTHYDRATED LIMEOR LIME PUTTY

AGGREGATE MEASURED IN A DAMP, LOOSE CONDITION

Fine Coarse

Fine 1 0 to 1/10 21/4 to 3 times the sum of the volumeof the cementitious materials —

Coarse 1 0 to 1/10 21/4 to 3 times the sum of the volumeof the cementitious materials

1 to 2 times the sum of the volumesof the cementitious materials



R609.1.5.1 Grouted multiple-wythe masonry.Cleanouts shall be provided at the bottom course of theexterior wythe at each pour of grout where such pourexceeds 5 feet (1524 mm) in height.

R609.1.5.2 Grouted hollow unit masonry. Cleanoutsshall be provided at the bottom course of each cell to begrouted at each pour of grout, where such pour exceeds 4feet (1219 mm) in height.

R609.2 Grouted multiple-wythe masonry. Grouted multi-ple-wythe masonry shall conform to all the requirements speci-fied in Section R609.1 and the requirements of this section.

R609.2.1 Bonding of backup wythe. Where all interiorvertical spaces are filled with grout in multiple-wythe con-struction, masonry headers shall not be permitted. Metalwall ties shall be used in accordance with Section R608.1.2to prevent spreading of the wythes and to maintain the verti-cal alignment of the wall. Wall ties shall be installed inaccordance with Section R608.1.2 when the backup wythein multiple-wythe construction is fully grouted.

R609.2.2 Grout spaces. Fine grout shall be used when inte-rior vertical space to receive grout does not exceed 2 inches(51 mm) in thickness. Interior vertical spaces exceeding 2inches (51 mm) in thickness shall use coarse or fine grout.

R609.2.3 Grout barriers. Vertical grout barriers or damsshall be built of solid masonry across the grout space theentire height of the wall to control the flow of the grout hori-zontally. Grout barriers shall not be more than 25 feet (7620mm) apart. The grouting of any section of a wall betweencontrol barriers shall be completed in one day with no inter-ruptions greater than one hour.

R609.3 Reinforced grouted multiple-wythe masonry. Rein-forced grouted multiple-wythe masonry shall conform to allthe requirements specified in Sections R609.1 and R609.2 andthe requirements of this section.

R609.3.1 Construction. The thickness of grout or mortarbetween masonry units and reinforcement shall not be less

than 1/4 inch (7 mm), except that 1/4-inch (7 mm) bars may belaid in horizontal mortar joints at least 1/2 inch (13 mm)thick, and steel wire reinforcement may be laid in horizontalmortar joints at least twice the thickness of the wire diame-ter.

R609.4 Reinforced hollow unit masonry. Reinforced hollowunit masonry shall conform to all the requirements of SectionR609.1 and the requirements of this section.

R609.4.1 Construction. Requirements for constructionshall be as follows:

1. Reinforced hollow-unit masonry shall be built to pre-serve the unobstructed vertical continuity of the cellsto be filled. Walls and cross webs forming cells to befilled shall be full-bedded in mortar to prevent leak-age of grout. Head and end joints shall be solidlyfilled with mortar for a distance in from the face of thewall or unit not less than the thickness of the longitu-dinal face shells. Bond shall be provided by lappingunits in successive vertical courses.

2. Cells to be filled shall have vertical alignment suffi-cient to maintain a clear, unobstructed continuousvertical cell of dimensions prescribed in TableR609.1.2.

3. Vertical reinforcement shall be held in position at topand bottom and at intervals not exceeding 200 diame-ters of the reinforcement.

4. Cells containing reinforcement shall be filled solidlywith grout. Grout shall be poured in lifts of 8-foot(2438 mm) maximum height. When a total grout pourexceeds 8 feet (2438 mm) in height, the grout shall beplaced in lifts not exceeding 5 feet (1524 mm) andspecial inspection during grouting shall be required.

5. Horizontal steel shall be fully embedded by grout inan uninterrupted pour.


WALL CONSTRUCTION

TABLE R609.1.2GROUT SPACE DIMENSIONS AND POUR HEIGHTS

GROUT TYPEGROUT POUR MAXIMUM HEIGHT

(feet)

MINIMUM WIDTH OFGROUT SPACESa,b

(inches)

MINIMUM GROUTb,c SPACE DIMENSIONS FORGROUTING CELLS OF HOLLOW UNITS

(inches x inches)

Fine

1 0.75 1.5 × 2

5 2 2 × 3

12 2.5 2.5 × 3

24 3 3 × 3

Coarse

1 1.5 1.5 × 3

5 2 2.5 × 3

12 2.5 3 × 3

24 3 3 × 4

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.a. For grouting between masonry wythes.b. Grout space dimension is the clear dimension between any masonry protrusion and shall be increased by the horizontal projection of the diameters of the horizontal

bars within the cross section of the grout space.c. Area of vertical reinforcement shall not exceed 6 percent of the area of the grout space.



SECTION R610GLASS UNIT MASONRY

R610.1 General. Panels of glass unit masonry located inload-bearing and nonload-bearing exterior and interior wallsshall be constructed in accordance with this section.

R610.2 Materials. Hollow glass units shall be partially evacu-ated and have a minimum average glass face thickness of 3/16

inch (5 mm). The surface of units in contact with mortar shallbe treated with a polyvinyl butyral coating or latex-based paint.The use of reclaimed units is prohibited.

R610.3 Units. Hollow or solid glass block units shall be stan-dard or thin units.

R610.3.1 Standard units. The specified thickness of stan-dard units shall be at least 37/8 inches (98 mm).

R610.3.2 Thin units. The specified thickness of thin unitsshall be at least 31/8 inches (79 mm) for hollow units and atleast 3 inches (76 mm) for solid units.

R610.4 Isolated panels. Isolated panels of glass unit masonryshall conform to the requirements of this section.

R610.4.1 Exterior standard-unit panels. The maximumarea of each individual standard-unit panel shall be 144square feet (13.4 m2) when the design wind pressure is 20psf (958 Pa). The maximum area of such panels subjected todesign wind pressures other than 20 psf (958 Pa) shall be inaccordance with Figure R610.4.1. The maximum paneldimension between structural supports shall be 25 feet(7620 mm) in width or 20 feet (6096 mm) in height.

R610.4.2 Exterior thin-unit panels. The maximum area ofeach individual thin-unit panel shall be 85 square feet (7.9m2). The maximum dimension between structural supportsshall be 15 feet (4572 mm) in width or 10 feet (3048 mm) inheight. Thin units shall not be used in applications where thedesign wind pressure as stated in Table R301.2(1) exceeds20 psf (958 Pa).

R610.4.3 Interior panels. The maximum area of each indi-vidual standard-unit panel shall be 250 square feet (23.2m2). The maximum area of each thin-unit panel shall be 150square feet (13.9 m2). The maximum dimension betweenstructural supports shall be 25 feet (7620 mm) in width or 20feet (6096 mm) in height.

R610.4.4 Curved panels. The width of curved panels shallconform to the requirements of Sections R610.4.1, R610.4.2and R610.4.3, except additional structural supports shall beprovided at locations where a curved section joins a straightsection, and at inflection points in multicurved walls.

R610.5 Panel support. Glass unit masonry panels shall con-form to the support requirements of this section.

R610.5.1 Deflection. The maximum total deflection ofstructural members that support glass unit masonry shall notexceed l/600.

R610.5.2 Lateral support. Glass unit masonry panels shall belaterally supported along the top and sides of the panel. Lateralsupports for glass unit masonry panels shall be designed toresist a minimum of 200 pounds per lineal feet (2918 N/m) ofpanel, or the actual applied loads, whichever is greater. Except


WALL CONSTRUCTION

For SI: 1 square foot = 0.0929 m2, 1 pound per square foot = 0.0479 kPa.

FIGURE R610.4.1GLASS UNIT MASONRY DESIGN WIND LOAD RESISTANCE



for single unit panels, lateral support shall be provided by panelanchors along the top and sides spaced a maximum of 16inches (406 mm) on center or by channel-type restraints. Sin-gle unit panels shall be supported by channel-type restraints.

Exceptions:

1. Lateral support is not required at the top of panelsthat are one unit wide.

2. Lateral support is not required at the sides of pan-els that are one unit high.

R610.5.2.1 Panel anchor restraints. Panel anchorsshall be spaced a maximum of 16 inches (406 mm) oncenter in both jambs and across the head. Panel anchorsshall be embedded a minimum of 12 inches (305 mm)and shall be provided with two fasteners so as to resist theloads specified in Section R610.5.2.

R610.5.2.2 Channel-type restraints. Glass unitmasonry panels shall be recessed at least 1 inch (25 mm)within channels and chases. Channel-type restraintsshall be oversized to accommodate expansion material inthe opening, packing and sealant between the framingrestraints, and the glass unit masonry perimeter units.

R610.6 Sills. Before bedding of glass units, the sill area shallbe covered with a water base asphaltic emulsion coating. Thecoating shall be a minimum of 1/8 inch (3 mm) thick.

R610.7 Expansion joints. Glass unit masonry panels shall beprovided with expansion joints along the top and sides at allstructural supports. Expansion joints shall be a minimum of 3/8

inch (10 mm) in thickness and shall have sufficient thickness toaccommodate displacements of the supporting structure.Expansion joints shall be entirely free of mortar and otherdebris and shall be filled with resilient material.

R610.8 Mortar. Glass unit masonry shall be laid with Type S orN mortar. Mortar shall not be retempered after initial set. Mortarunused within 11/2 hours after initial mixing shall be discarded.

R610.9 Reinforcement. Glass unit masonry panels shall havehorizontal joint reinforcement spaced a maximum of 16 inches(406 mm) on center located in the mortar bed joint. Horizontaljoint reinforcement shall extend the entire length of the panelbut shall not extend across expansion joints. Longitudinalwires shall be lapped a minimum of 6 inches (152 mm) atsplices. Joint reinforcement shall be placed in the bed jointimmediately below and above openings in the panel. The rein-forcement shall have not less than two parallel longitudinalwires of size W1.7 or greater, and have welded cross wires ofsize W1.7 or greater.

R610.10 Placement. Glass units shall be placed so head andbed joints are filled solidly. Mortar shall not be furrowed. Headand bed joints of glass unit masonry shall be 1/4 inch (6.4 mm)thick, except that vertical joint thickness of radial panels shallnot be less than 1/8 inch (3 mm) or greater than 5/8 inch (16 mm).The bed joint thickness tolerance shall be minus 1/16 inch (1.6mm) and plus 1/8 inch (3 mm). The head joint thickness toler-ance shall be plus or minus 1/8 inch (3 mm).

SECTION R611EXTERIOR CONCRETEWALL CONSTRUCTION

R611.1 General. Exterior concrete walls shall be designed andconstructed in accordance with the provisions of this section orin accordance with the provisions of PCA 100 or ACI 318.When PCA 100, ACI 318 or the provisions of this section areused to design concrete walls, project drawings, typical detailsand specifications are not required to bear the seal of the archi-tect or engineer responsible for design, unless otherwiserequired by the state law of the jurisdiction having authority.

R611.1.1 Interior construction. These provisions arebased on the assumption that interior walls and partitions,both load-bearing and nonload-bearing, floors androof/ceiling assemblies are constructed of light-framed con-struction complying with the limitations of this code and theadditional limitations of Section R611.2. Design and con-struction of light-framed assemblies shall be in accordancewith the applicable provisions of this code. Where sec-ond-story exterior walls are of light-framed construction,they shall be designed and constructed as required by thiscode.

Aspects of concrete construction not specificallyaddressed by this code, including interior concrete walls,shall comply with ACI 318.

R611.1.2 Other concrete walls. Exterior concrete wallsconstructed in accordance with this code shall comply withthe shapes and minimum concrete cross-sectional dimen-sions of Table R611.3. Other types of forming systemsresulting in concrete walls not in compliance with this sec-tion shall be designed in accordance with ACI 318.

R611.2 Applicability limits. The provisions of this sectionshall apply to the construction of exterior concrete walls forbuildings not greater than 60 feet (18 288 mm) in plan dimen-sions, floors with clear spans not greater than 32 feet (9754mm) and roofs with clear spans not greater than 40 feet (12 192mm). Buildings shall not exceed 35 feet (10 668 mm) in meanroof height or two stories in height above-grade. Floor/ceilingdead loads shall not exceed 10 pounds per square foot (479 Pa),roof/ceiling dead loads shall not exceed 15 pounds per squarefoot (718 Pa) and attic live loads shall not exceed 20 pounds persquare foot (958 Pa). Roof overhangs shall not exceed 2 feet(610 mm) of horizontal projection beyond the exterior wall andthe dead load of the overhangs shall not exceed 8 pounds persquare foot (383 Pa).

Walls constructed in accordance with the provisions of thissection shall be limited to buildings subjected to a maximumdesign wind speed of 130 miles per hour (58 m/s) Exposure B,110 miles per hour (49 m/s) Exposure C and 100 miles per hour(45 m/s) Exposure D. Walls constructed in accordance with theprovisions of this section shall be limited to detached one- andtwo-family dwellings and townhouses assigned to SeismicDesign Category A or B, and detached one- and two-familydwellings assigned to Seismic Design Category C.

Buildings that are not within the scope of this section shall bedesigned in accordance with PCA 100 or ACI 318.


WALL CONSTRUCTION



R611.3 Concrete wall systems. Concrete walls constructed inaccordance with these provisions shall comply with the shapesand minimum concrete cross-sectional dimensions of TableR611.3.

R611.3.1 Flat wall systems. Flat concrete wall systemsshall comply with Table R611.3 and Figure R611.3(1) andhave a minimum nominal thickness of 4 inches (102 mm).

R611.3.2 Waffle-grid wall systems. Waffle-grid wall sys-tems shall comply with Table R611.3 and Figure R611.3(2).and shall have a minimum nominal thickness of 6 inches(152 mm) for the horizontal and vertical concrete members(cores). The core and web dimensions shall comply withTable R611. 3. The maximum weight of waffle-grid wallsshall comply with Table R611.3.

R611.3.3 Screen-grid wall systems. Screen-grid wall sys-tems shall comply with Table R611.3 and Figure R611.3(3)and shall have a minimum nominal thickness of 6 inches(152 mm) for the horizontal and vertical concrete members(cores). The core dimensions shall comply with TableR611.3. The maximum weight of screen-grid walls shallcomply with Table R611.3.

R611.4 Stay-in-place forms. Stay-in-place concrete formsshall comply with this section.

R611.4.1 Surface burning characteristics. The flamespread index and smoke-developed index of forming mate-rial, other than foam plastic, left exposed on the interiorshall comply with Section R302.9. The surface burning

characteristics of foam plastic used in insulating concreteforms shall comply with Section R316.3.

R611.4.2 Interior covering. Stay-in-place forms con-structed of rigid foam plastic shall be protected on the inte-rior of the building as required by Sections R316.4 andR702.3.4. Where gypsum board is used to protect the foamplastic, it shall be installed with a mechanical fastening sys-tem. Use of adhesives is permitted in addition to mechanicalfasteners.

R611.4.3 Exterior wall covering. Stay-in-place forms con-structed of rigid foam plastics shall be protected from sun-light and physical damage by the application of an approvedexterior wall covering complying with this code. Exteriorsurfaces of other stay-in-place forming systems shall beprotected in accordance with this code.

Requirements for installation of masonry veneer, stuccoand other finishes on the exterior of concrete walls and otherconstruction details not covered in this section shall complywith the requirements of this code.

R611.5 Materials. Materials used in the construction of con-crete walls shall comply with this section.

R611.5.1 Concrete and materials for concrete. Materialsused in concrete, and the concrete itself, shall conform torequirements of this section, or ACI 318.


WALL CONSTRUCTION

TABLE R611.3DIMENSIONAL REQUIREMENTS FOR WALLSa,b

WALL TYPEAND NOMINAL

THICKNESS

MAXIMUMWALL WEIGHTc

(psf)

MINIMUMWIDTH, W, OF

VERTICAL CORES(inches)

MINIMUMTHICKNESS, T, OFVERTICAL CORES

(inches)

MAXIMUMSPACING OF

VERTICAL CORES(inches)

MAXIMUMSPACING OF

HORIZONTAL CORES(inches)

MINIMUM WEBTHICKNESS

(inches)

4″ Flatd 50 N/A N/A N/A N/A N/A




6″ Waffle-grid 56 8e 5.5e 12 16 2

8″ Waffle-grid 76 8f 8f 12 16 2

6″ Screen-grid 53 6.25g 6.25g 12 12 N/A

For SI: 1 inch = 25.4 mm; 1 pound per square foot = 0.0479 kPa, 1 pound per cubic foot = 2402.77 kg/m3, 1 square inch = 645.16 mm2.a. Width “W,” thickness “T,” spacing and web thickness, refer to Figures R611.3(2) and R611.3(3).b. N/A indicates not applicable.c. Wall weight is based on a unit weight of concrete of 150 pcf. For flat walls the weight is based on the nominal thickness. The tabulated values do not include any

allowance for interior and exterior finishes.d. Nominal wall thickness. The actual as-built thickness of a flat wall shall not be more than 1/2-inch less or more than 1/4-inch more than the nominal dimension indi-

cated.e. Vertical core is assumed to be elliptical-shaped. Another shape core is permitted provided the minimum thickness is 5 inches, the moment of inertia, I, about the

centerline of the wall (ignoring the web) is not less than 65 in4, and the area, A, is not less than 31.25 in2. The width used to calculate A and I shall not exceed 8inches.

f. Vertical core is assumed to be circular. Another shape core is permitted provided the minimum thickness is 7 inches, the moment of inertia, I, about the centerline ofthe wall (ignoring the web) is not less than 200 in4, and the area, A, is not less than 49 in2. The width used to calculate A and I shall not exceed 8 inches.

g. Vertical core is assumed to be circular. Another shape core is permitted provided the minimum thickness is 5.5 inches, the moment of inertia, I, about the centerlineof the wall is not less than 76 in4, and the area, A, is not less than 30.25 in2. The width used to calculate A and I shall not exceed 6.25 inches.



R611.5.1.1 Concrete mixing and delivery. Mixing anddelivery of concrete shall comply with ASTM C 94 orASTM C 685.

R611.5.1.2 Maximum aggregate size. The nominalmaximum size of coarse aggregate shall not exceedone-fifth the narrowest distance between sides of forms,or three-fourths the clear spacing between reinforcingbars or between a bar and the side of the form.

Exception: When approved, these limitations shallnot apply where removable forms are used andworkability and methods of consolidation permit con-crete to be placed without honeycombs or voids.

R611.5.1.3 Proportioning and slump of concrete. Pro-portions of materials for concrete shall be established toprovide workability and consistency to permit concreteto be worked readily into forms and around reinforce-ment under conditions of placement to be employed,without segregation or excessive bleeding. Slump ofconcrete placed in removable forms shall not exceed 6inches (152 mm).

Exception: When approved, the slump is permittedto exceed 6 inches (152 mm) for concrete mixturesthat are resistant to segregation, and are in accor-dance with the form manufacturer’s recommenda-tions.

Slump of concrete placed in stay-in-place forms shallexceed 6 inches (152 mm). Slump of concrete shall bedetermined in accordance with ASTM C 143.

R611.5.1.4 Compressive strength. The minimum spec-ified compressive strength of concrete, f c, shall complywith Section R402.2 and shall be not less than 2,500pounds per square inch (17.2 MPa) at 28 days.

R611.5.1.5 Consolidation of concrete. Concrete shallbe consolidated by suitable means during placement andshall be worked around embedded items and reinforce-ment and into corners of forms. Where stay-in-placeforms are used, concrete shall be consolidated by inter-nal vibration.

Exception: When approved, self-consolidating con-crete mixtures with slumps equal to or greater than 8inches (203 mm) that are specifically designed forplacement without internal vibration need not beinternally vibrated.


WALL CONSTRUCTION

CONCRETE WALLTHICKNESS

FORMSTAY-IN-PLACEOR REMOVABLE

CONCRETE

VERTICAL WALLREINFORCEMENTAS REQUIRED

SEE TABLE R611.3 FOR MINIMUM DIMENSIONS

PLAN VIEW

FIGURE R611.3(1)FLAT WALL SYSTEM

2 IN. (51 mm) MINIMUM CONCRETE WEB THICKNESS

FORM –STAY-IN-PLACEOR REMOVABLE

HORIZONTAL CONCRETE CORE(HIDDEN) AT MAXIMUM,16 IN. ON CENTER

VERTICAL CONCRETE CORE

WW

IDT

HM

IMIM

UM


T

THICKNESSMINIMUM

PLAN VIEW

SEE TABLE R611.3 FOR MINIMUM DIMENSIONS

12

IN.

MA

XIM

UM


FIGURE R611.3(2)WAFFLE-GRID WALL SYSTEM

FORM –STAY-IN-PLACE

OR REMOVABLE


HORIZONTAL CONCRETECORE (HIDDEN) ATMAXIMUM, 12 IN.ON CENTER

VERTICALCONCRETE CORE

W

WID

TH

MIN

IMU

M

T

THICKNESSMINIMUM

PLAN VIEW

SEE TABLE R611.3 FOR MINIMUM DIMENSIONS.

12

IN.

MA

XIM

UM


FIGURE R611.3(3)SCREEN-GRID WALL SYSTEM



R611.5.2 Steel reinforcement and anchor bolts.

R611.5.2.1 Steel reinforcement. Steel reinforcementshall comply with ASTM A 615, A 706, or A 996. ASTMA 996 bars produced from rail steel shall be Type R.

R611.5.2.2 Anchor bolts. Anchor bolts for use withconnection details in accordance with Figures R611.9(1)through R611.9(12) shall be bolts with heads complyingwith ASTM A 307 or ASTM F 1554. ASTM A 307 boltsshall be Grade A (i.e., with heads). ASTM F 1554 boltsshall be Grade 36 minimum. Instead of bolts with heads,it is permissible to use rods with threads on both endsfabricated from steel complying with ASTM A 36. Thethreaded end of the rod to be embedded in the concreteshall be provided with a hex or square nut.

R611.5.2.3 Sheet steel angles and tension tie straps.Angles and tension tie straps for use with connectiondetails in accordance with Figures R611.9(1) throughR611.9(12) shall be fabricated from sheet steel comply-ing with ASTM A 653 SS, ASTM A 792 SS, or ASTM A875 SS. The steel shall be minimum Grade 33 unless ahigher grade is required by the applicable figure.

R611.5.3 Form materials and form ties. Forms shall bemade of wood, steel, aluminum, plastic, a composite ofcement and foam insulation, a composite of cement andwood chips, or other approved material suitable for support-ing and containing concrete. Forms shall provide sufficientstrength to contain concrete during the concrete placementoperation.

Form ties shall be steel, solid plastic, foam plastic, a com-posite of cement and wood chips, a composite of cement andfoam plastic, or other suitable material capable of resistingthe forces created by fluid pressure of fresh concrete.

R611.5.4 Reinforcement installation details.

R611.5.4.1 Support and cover. Reinforcement shall besecured in the proper location in the forms with tie wireor other bar support system such that displacement willnot occur during the concrete placement operation. Steelreinforcement in concrete cast against the earth shallhave a minimum cover of 3 inches (76 mm). Minimumcover for reinforcement in concrete cast in removableforms that will be exposed to the earth or weather shall be11/2 inches (38 mm) for No. 5 bars and smaller, and 2inches (50 mm) for No. 6 bars and larger. For concretecast in removable forms that will not be exposed to theearth or weather, and for concrete cast in stay-in-placeforms, minimum cover shall be 3/4 inch (19 mm). Theminus tolerance for cover shall not exceed the smaller ofone-third the required cover and 3/8 inch (10 mm). SeeSection R611.5.4.4 for cover requirements for hooks ofbars developed in tension.

R611.5.4.2 Location of reinforcement in walls. Forlocation of reinforcement in foundation walls andabove-grade walls, see Sections R404.1.2.3.7.2 andR611.6.5, respectively.

R611.5.4.3 Lap splices. Vertical and horizontal wallreinforcement required by Sections R611.6 and R611.7shall be the longest lengths practical. Where splices arenecessary in reinforcement, the length of lap splices shallbe in accordance with Table R611.5.4(1) and FigureR611.5.4(1). The maximum gap between noncontactparallel bars at a lap splice shall not exceed the smaller ofone-fifth the required lap length and 6 inches (152 mm).See Figure R611.5.4(1).


WALL CONSTRUCTION

TABLE R611.5.4(1)LAP SPLICE AND TENSION DEVELOPMENT LENGTHS

BAR SIZENO.

YIELD STRENGTH OF STEEL, fy - psi (MPa)

40,000 (280) 60,000 (420)

Splice length or tension development length(inches)

Lap splice length–tension 4 20 30

5 25 38

6 30 45

Tension development length for straight bar 4 15 23

5 19 28

6 23 34

Tension development length for:

a. 90-degree and 180-degree standard hooks with not less than 21/2 inches of sidecover perpendicular to plane of hook, and

b. 90-degree standard hooks with not less than 2 inches of cover on the bar exten-sion beyond the hook.

4 6 9

5 7 11

6 8 13

Tension development length for bar with 90-degree or 180-degree standard hookhaving less cover than required above.

4 8 12

5 10 15

6 12 18

For SI: 1 inch = 25.4 mm, 1 degree = 0.0175 rad.



R611.5.4.4 Development of bars in tension. Wherebars are required to be developed in tension by other pro-visions of this code, development lengths and cover forhooks and bar extensions shall comply with TableR611.5.4(1) and Figure R611.5.4 (2). The developmentlengths shown in Table R611.5.4(1) also apply to bun-dled bars in lintels installed in accordance with SectionR611.8.2.2.

R611.5.4.5 Standard hooks. Where reinforcement isrequired by this code to terminate with a standard hook,the hook shall comply with Figure R611.5.4(3).

R611.5.4.6 Webs of waffle-grid walls. Reinforcement,including stirrups, shall not be placed in webs of waf-fle-grid walls, including lintels. Webs are permitted tohave form ties.

R611.5.4.7 Alternate grade of reinforcement andspacing. Where tables in Sections R404.1.2 and R611.6specify vertical wall reinforcement based on minimumbar size and maximum spacing, which are based onGrade 60 (420 MPa) steel reinforcement, different sizebars and/or bars made from a different grade of steel arepermitted provided an equivalent area of steel per linearfoot of wall is provided. Use of Table R611.5.4(2) is per-mitted to determine the maximum bar spacing for differ-ent bar sizes than specified in the tables and/or bars madefrom a different grade of steel. Bars shall not be spacedless than one-half the wall thickness, or more than 48inches (1219 mm) on center.

R611.5.5 Construction joints in walls. Construction jointsshall be made and located to not impair the strength of thewall. Construction joints in plain concrete walls, includingwalls required to have not less than No. 4 bars at 48 inches(1219 mm) on center by Section R611.6, shall be located atpoints of lateral support, and a minimum of one No. 4 barshall extend across the construction joint at a spacing not toexceed 24 inches (610 mm) on center. Construction jointreinforcement shall have a minimum of 12 inches (305 mm)

embedment on both sides of the joint. Construction joints inreinforced concrete walls shall be located in the middle thirdof the span between lateral supports, or located and con-structed as required for joints in plain concrete walls.

Exception: Vertical wall reinforcement required by thiscode is permitted to be used in lieu of construction jointreinforcement, provided the spacing does not exceed 24inches (610 mm), or the combination of wall reinforce-ment and No. 4 bars described above does not exceed 24inches (610 mm).

R611.6 Above-grade wall requirements.

R611.6.1 General. The minimum thickness of load-bear-ing and nonload-bearing above-grade walls and reinforce-ment shall be as set forth in the appropriate table in thissection based on the type of wall form to be used. Where thewall or building is not within the limitations of SectionR611.2, design is required by the tables in this section, or thewall is not within the scope of the tables in this section, thewall shall be designed in accordance with ACI 318.

Above-grade concrete walls shall be constructed inaccordance with this section and Figure R611.6(1),R611.6(2), R611.6(3), or R611.6(4). Above-grade concretewalls that are continuous with stem walls and not laterallysupported by the slab-on-ground shall be designed and con-structed in accordance with this section. Concrete wallsshall be supported on continuous foundation walls orslabs-on-ground that are monolithic with the footing inaccordance with Section R403. The minimum length ofsolid wall without openings shall be in accordance with Sec-tion R611.7. Reinforcement around openings, includinglintels, shall be in accordance with Section R611.8. Lateralsupport for above-grade walls in the out-of-plane directionshall be provided by connections to the floor framing sys-tem, if applicable, and to ceiling and roof framing systemsin accordance with Section R611.9. The wall thickness shallbe equal to or greater than the thickness of the wall in thestory above.


WALL CONSTRUCTION

CONCRETE

REINFORCEMENTAS REQUIRED

GAP SHALL NOT EXCEEDTHE SMALLER OF /

LAP LENGTH AND 6 IN.

1

5

REINFORCEMENTAS REQUIRED

LAP SPLICE LENGTH –SEE TABLE R611.5.4(1)

NOTE: BARS ARE PERMITTEDTO BE IN CONTACT WITHEACH OTHER

db


FIGURE R611.5.4(1)LAP SPLICES




WALL CONSTRUCTION

COVER ON BAREXTENSION FOR 90 HOOK°

SIDE COVERFOR 90AND 180HOOK

°°

SECTION A-A

DE

VE

LO

PM

EN

TL

EN

GT

H

PE

RTA

BL

ER

611

.5.4

(1)

SU

RFA

CE

OF

CO

NC

RE

TE

OR

SE

CT

ION

FR

OM

WH

ICH

DV

ELO

PM

EN

T

LE

NG

TH

ISM

EA

SU

RE

D

For SI: 1 degree = 0.0175 rad.

FIGURE R611.5.4(2)DEVELOPMENT LENGTH AND COVER FOR HOOKS AND BAR EXTENSION

6 d BEND

DIAMETERb

db

12

d

EX

TE

NS

ION

b

db

6 d BEND

DIAMETERb

2 / IN., BUT NOT

LESS THAN 4 d EXTENSION

1

2

b

db

4 d BEND

DIAMETERb

12 d

EXTENSIONb

db

4 d BEND

DIAMETERb

6d

EXTENSIONb

90 HOOK°

180 HOOK°

90 HOOK°

135 HOOK°

HOOKS FOR REINFORCEMENT IN

WALLS AND FOUNDATIONS

HOOKS FOR STIRRUPS IN LINTELS

For SI: 1 inch = 25.4 mm, 1 degree = 0.0175 rad.

FIGURE R611.5.4(3)STANDARD HOOKS




WALL CONSTRUCTION

TABLE R611.5.4(2)MAXIMUM SPACING FOR ALTERNATE BAR SIZE AND/OR ALTERNATE GRADE OF STEELa, b, c

BAR SPACING FROMAPPLICABLE TABLEIN SECTION R611.6

(inches)

BAR SIZE FROM APPLICABLE TABLE IN SECTION R611.6

#4 #5 #6

Alternate bar size and/or alternate grade of steel desired

Grade 60 Grade 40 Grade 60 Grade 40 Grade 60 Grade 40

#5 #6 #4 #5 #6 #4 #6 #4 #5 #6 #4 #5 #4 #5 #6

Maximum spacing for alternate bar size and/or alternate grade of steel (inches)

8 12 18 5 8 12 5 11 3 5 8 4 6 2 4 5

9 14 20 6 9 13 6 13 4 6 9 4 6 3 4 6

10 16 22 7 10 15 6 14 4 7 9 5 7 3 5 7

11 17 24 7 11 16 7 16 5 7 10 5 8 3 5 7

12 19 26 8 12 18 8 17 5 8 11 5 8 4 6 8

13 20 29 9 13 19 8 18 6 9 12 6 9 4 6 9

14 22 31 9 14 21 9 20 6 9 13 6 10 4 7 9

15 23 33 10 16 22 10 21 6 10 14 7 11 5 7 10

16 25 35 11 17 23 10 23 7 11 15 7 11 5 8 11

17 26 37 11 18 25 11 24 7 11 16 8 12 5 8 11

18 28 40 12 19 26 12 26 8 12 17 8 13 5 8 12

19 29 42 13 20 28 12 27 8 13 18 9 13 6 9 13

20 31 44 13 21 29 13 28 9 13 19 9 14 6 9 13

21 33 46 14 22 31 14 30 9 14 20 10 15 6 10 14

22 34 48 15 23 32 14 31 9 15 21 10 16 7 10 15

23 36 48 15 24 34 15 33 10 15 22 10 16 7 11 15

24 37 48 16 25 35 15 34 10 16 23 11 17 7 11 16

25 39 48 17 26 37 16 35 11 17 24 11 18 8 12 17

26 40 48 17 27 38 17 37 11 17 25 12 18 8 12 17

27 42 48 18 28 40 17 38 12 18 26 12 19 8 13 18

28 43 48 19 29 41 18 40 12 19 26 13 20 8 13 19

29 45 48 19 30 43 19 41 12 19 27 13 20 9 14 19

30 47 48 20 31 44 19 43 13 20 28 14 21 9 14 20

31 48 48 21 32 45 20 44 13 21 29 14 22 9 15 21

32 48 48 21 33 47 21 45 14 21 30 15 23 10 15 21

33 48 48 22 34 48 21 47 14 22 31 15 23 10 16 22

34 48 48 23 35 48 22 48 15 23 32 15 24 10 16 23

35 48 48 23 36 48 23 48 15 23 33 16 25 11 16 23

36 48 48 24 37 48 23 48 15 24 34 16 25 11 17 24

37 48 48 25 38 48 24 48 16 25 35 17 26 11 17 25

38 48 48 25 39 48 25 48 16 25 36 17 27 12 18 25

39 48 48 26 40 48 25 48 17 26 37 18 27 12 18 26

40 48 48 27 41 48 26 48 17 27 38 18 28 12 19 27

41 48 48 27 42 48 26 48 18 27 39 19 29 12 19 27

42 48 48 28 43 48 27 48 18 28 40 19 30 13 20 28

43 48 48 29 44 48 28 48 18 29 41 20 30 13 20 29

44 48 48 29 45 48 28 48 19 29 42 20 31 13 21 29

45 48 48 30 47 48 29 48 19 30 43 20 32 14 21 30

46 48 48 31 48 48 30 48 20 31 44 21 32 14 22 31

47 48 48 31 48 48 30 48 20 31 44 21 33 14 22 31

48 48 48 32 48 48 31 48 21 32 45 22 34 15 23 32

For SI: 1 inch = 25.4 mm.a. This table is for use with tables in Section R611.6 that specify the minimum bar size and maximum spacing of vertical wall reinforcement for foundation walls and

above-grade walls. Reinforcement specified in tables in Section R611.6 is based on Grade 60 (420 MPa) steel reinforcement.b. Bar spacing shall not exceed 48 inches on center and shall not be less than one-half the nominal wall thickness.c. For Grade 50 (350 MPa) steel bars (ASTM A 996, Type R), use spacing for Grade 40 (280 MPa) bars or interpolate between Grade 40 (280 MPa) and Grade 60 (420

MPa).



R611.6.2 Wall reinforcement for wind. Vertical wall rein-forcement for resistance to out-of-plane wind forces shallbe determined from Table R611.6(1), R611.6(2), R611.6(3)or R611.6(4). Also, see Sections R611.7.2.2.2 andR611.7.2.2.3. There shall be a vertical bar at all corners ofexterior walls. Unless more horizontal reinforcement isrequired by Section R611.7.2.2.1, the minimum horizontalreinforcement shall be four No. 4 bars [Grade 40 (280MPa)] placed as follows: top bar within 12 inches (305 mm)of the top of the wall, bottom bar within 12 inches (305 mm)of the finish floor, and one bar each at approximatelyone-third and two-thirds of the wall height.

R611.6.3 Continuity of wall reinforcement between sto-ries. Vertical reinforcement required by this section shall becontinuous between elements providing lateral support forthe wall. Reinforcement in the wall of the story above shall becontinuous with the reinforcement in the wall of the storybelow, or the foundation wall, if applicable. Lap splices,where required, shall comply with Section R611.5.4.3 andFigure R611.5.4(1). Where the above-grade wall is sup-ported by a monolithic slab-on-ground and footing, dowelbars with a size and spacing to match the vertical above-gradeconcrete wall reinforcement shall be embedded in the mono-lithic slab-on-ground and footing the distance required todevelop the dowel bar in tension in accordance with SectionR611.5.4.4 and Figure R611.5.4(2) and lap-spliced with the

above-grade wall reinforcement in accordance with SectionR611.5.4.3 and Figure R611.5.4(1).

Exception: Where reinforcement in the wall above can-not be made continuous with the reinforcement in thewall below, the bottom of the reinforcement in the wallabove shall be terminated in accordance with one of thefollowing:

1. Extend below the top of the floor the distancerequired to develop the bar in tension in accordancewith Section R611.5.4.4 and Figure R611.5.4(2).

2. Lap-spliced in accordance with Section R611.5.4.3and Figure R611.5.4(1) with a dowel bar thatextends into the wall below the distance required todevelop the bar in tension in accordance with Sec-tion R611.5.4.4 and Figure R611.5.4(2).

Where a construction joint in the wall is located below thelevel of the floor and less than the distance required todevelop the bar in tension, the distance required to developthe bar in tension shall be measured from the top of the con-crete below the joint. See Section R611.5.5.


WALL CONSTRUCTION

SEE SECTIONR611.9.3

LIGHT-FRAMED ROOF

HORIZONTAL WALLREINFORCEMENTAS REQUIRED FIRST-STORY

UNSUPPORTEDWALL HEIGHT10 FT MAXIMUM

LIGHT-FRAMED FLOOR(OR CONCRETESLAB-ON-GROUND)

BASEMENT, CRAWLSPACEOR STEM WALL. fOR SLAB-ON-GROUND FOOTING, SEE FIGURE R611.6(4)

WALL—STAY-IN-PLACEOR REMOVABLE FORM

SEE SECTION R611.9.2


SECTION CUT THROUGH FLAT WALL OR VERTICALCORE OF AWAFFLE—OR SCREEN-GRID WALL


FIGURE R611.6(1)ABOVE-GRADE CONCRETE WALL CONSTRUCTION ONE

LIGHT-FRAMED ROOF

SECOND-STORYUNSUPPORTEDWALL HEIGHT10 FT MAXIMUM

LIGHT-FRAMED FLOOR

HORIZONTAL WALLREINFORCEMENTAS REQUIRED


FIRST-STORYUNSUPPORTEDWALL HEIGHT10 FT MAXIMUM

BASEMENT, CRAWLSPACE,OR STEM WALL. FOR SLAB-ON-GROUND FOOTING, SEE R611.6(4)

SECTION CUT THROUGH FLAT WALL OR VERTICALCORE OF A WAFFLE—OR SCREEN-GRID WALL





LIGHT-FRAMED WALLSYSTEM


FIGURE R611.6(2)ABOVE-GRADE CONCRETE WALL CONSTRUCTION

CONCRETE FIRST-STORY ANDLIGHT-FRAMED SECOND-STORY



R611.6.4 Termination of reinforcement. Where indicatedin items 1 through 3 below, vertical wall reinforcement inthe top-most story with concrete walls shall be terminatedwith a 90-degree (1.57 rad) standard hook complying withSection R611.5.4.5 and Figure R611.5.4(3).

1. Vertical bars adjacent to door and window openingsrequired by Section R611.8.1.2.

2. Vertical bars at the ends of required solid wall seg-ments. See Section R611.7.2.2.2.

3. Vertical bars (other than end bars – see item 2) usedas shear reinforcement in required solid wall seg-ments where the reduction factor for design strength,R3, used is based on the wall having horizontal andvert ical shear reinforcement . See Sect ionR611.7.2.2.3.

The bar extension of the hook shall be oriented parallel tothe horizontal wall reinforcement and be within 4 inches(102 mm) of the top of the wall.

Horizontal reinforcement shall be continuous around thebuilding corners by bending one of the bars and lap-splicingit with the bar in the other wall in accordance with SectionR611.5.4.3 and Figure R611.5.4(1).

Exception: In lieu of bending horizontal reinforcementat corners, separate bent reinforcing bars shall be permit-ted provided that the bent bar is lap-spliced with the hori-zontal reinforcement in both walls in accordance withSection R611.5.4.3 and Figure R611.5.4(1).

In required solid wall segments where the reduction fac-tor for design strength, R3, is based on the wall having hori-zontal and vertical shear reinforcement in accordance withSection R611.7.2.2.1, horizontal wall reinforcement shallbe terminated with a standard hook complying with SectionR611.5.4.5 and Figure R611.5.4(3) or in a lap-splice, exceptat corners where the reinforcement shall be continuous asrequired above.

R611.6.5 Location of reinforcement in wall. Except forvertical reinforcement at the ends of required solid wall seg-ments, which shall be located as required by SectionR611.7.2.2.2, the location of the vertical reinforcementshall not vary from the center of the wall by more than thegreater of 10 percent of the wall thickness and 3/8-inch (10mm). Horizontal and vertical reinforcement shall be locatedto provide not less than the minimum cover required by Sec-tion R611.5.4.1.


WALL CONSTRUCTION

LIGHT-FRAMED ROOF

SECOND-STORYUNSUPPORTEDWALL HEIGHT10 FT MAXIMUM

LIGHT-FRAMED FLOOR


FIRST-STORYUNSUPPORTEDWALL HEIGHT10 FT MAXIMUM


BASEMENT, CRAWLSPACE,OR STEM WALL. fOR SLAB-ON-GROUND FOOTING SEEFIGURE R611.6(4)

SECTION CUT THROUGH FLAT WALL OR VERTICALCORE OF A WAFFLE- OR SCREEN-GRID WALL




SEE SECTIONR611.9.2

SEE SECTIONR611.9.3


FIGURE R611.6(3)ABOVE-GRADE CONCRETE WALL

CONSTRUCTION TWO-STORY




MONOLITHIC CONCRETESLAB-ON-GROUNDAND FOOTING

SEE CUT THROUGH FLAT WALL OR VERTICALCORE OF A WAFFLE- OR SCREEN-GRID WALL

12 IN.MINIMUM

INSULATION AS REQUIRED



FIGURE R611.6(4)ABOVE-GRADE CONCRETE WALL SUPPORTED ON

MONOLITHIC SLAB-ON GROUND FOOTING




WALL CONSTRUCTION

TABLE R611.6(1)MINIMUM VERTICAL REINFORCEMENT FOR FLAT ABOVE-GRADE WALLSa, b, c, d, e

MAXIMUM WIND SPEED(mph) MAXIMUM

UNSUPPORTED WALLHEIGHT PER STORY

(feet)

MINIMUM VERTICAL REINFORCEMENT—BAR SIZE AND SPACING (inches)f, g

Nominalh wall thickness (inches)

Exposure Category 4 6 8 10

B C D Topi Sidei Topi Sidei Topi Sidei Topi Sidei

85 — —

8 4@48 4@48 4@48 4@48 4@48 4@48 4@48 4@48

9 4@48 4@43 4@48 4@48 4@48 4@48 4@48 4@48

10 4@47 4@36 4@48 4@48 4@48 4@48 4@48 4@48

90 — —

8 4@48 4@47 4@48 4@48 4@48 4@48 4@48 4@48

9 4@48 4@39 4@48 4@48 4@48 4@48 4@48 4@48

10 4@42 4@34 4@48 4@48 4@48 4@48 4@48 4@48

100 85 —

8 4@48 4@40 4@48 4@48 4@48 4@48 4@48 4@48

9 4@42 4@34 4@48 4@48 4@48 4@48 4@48 4@48

10 4@34 4@34 4@48 4@48 4@48 4@48 4@48 4@48

110 90 85

8 4@44 4@34 4@48 4@48 4@48 4@48 4@48 4@48

9 4@34 4@34 4@48 4@48 4@48 4@48 4@48 4@48

10 4@34 4@31 4@48 4@37 4@48 4@48 4@48 4@48

120 100 90

8 4@36 4@34 4@48 4@48 4@48 4@48 4@48 4@48

9 4@34 4@32 4@48 4@38 4@48 4@48 4@48 4@48

10 4@30 4@27 4@48 5@48 4@48 4@48 4@48 4@48

130 110 100

8 4@34 4@34 4@48 4@48 4@48 4@48 4@48 4@48

9 4@32 4@28 4@48 4@33 4@48 4@48 4@48 4@48

10 4@26 4@23 4@48 5@43 4@48 4@48 4@48 4@48

For SI:1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895kPa.a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 ft, interior wall area 4, an effective wind

area of 10 ft2, and topographic factor, Kzt, and importance factor, I, equal to 1.0.b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi.c. See Section R611.6.5 for location of reinforcement in wall.d. Deflection criterion is L/240, where L is the unsupported height of the wall in inches.e. Interpolation is not permitted.f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted.g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Vertical reinforce-

ment with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R611.5.4.7 andTable R611.5.4(2).

h. See Table R611.3 for tolerances on nominal thicknesses.i. Top means gravity load from roof and/or floor construction bears on top of wall. Side means gravity load from floor construction is transferred to wall from a wood

ledger or cold-formed steel track bolted to side of wall. Where floor framing members span parallel to the wall, use of the top bearing condition is permitted.




WALL CONSTRUCTION

TABLE R611.6(2)MINIMUM VERTICAL REINFORCEMENT FOR WAFFLE-GRID ABOVE-GRADE WALLSa, b, c, d, e



(feet)



Exposure Category 6 8

B C D Topi Sidei Topi Sidei

85 — —

8 4@48 4@36, 5@48 4@48 4@48

9 4@48 4@30, 5@47 4@48 4@45

10 4@48 4@26, 5@40 4@48 4@39

90 — —

8 4@48 4@33, 5@48 4@48 4@48

9 4@48 4@28, 5@43 4@48 4@42

10 4@31, 5@48 4@24, 5@37 4@48 4@36

100 85 —

8 4@48 4@28, 5@44 4@48 4@43

9 4@31, 5@48 4@24, 5@37 4@48 4@36

10 4@25, 5@39 4@24, 5@37 4@48 4@31, 5@48

110 90 85

8 4@33, 5@48 4@25, 5@38 4@48 4@38

9 4@26, 5@40 4@24, 5@37 4@48 4@31, 5@48

10 4@24, 5@37 4@23, 5@35 4@48 4@27, 5@41

120 100 90

8 4@27, 5@42 4@24, 5@37 4@48 4@33, 5@48

9 4@24, 5@37 4@23, 5@36 4@48 4@27, 5@43

10 4@23, 5@35 4@19, 5@30 4@48 4@23, 5@36

130 110 100

8 4@24, 5@37 4@24, 5@37 4@48 4@29, 5@45

9 4@24, 5@37 4@20, 5@32 4@48 4@24, 5@37

10 4@19, 5@30 4@17, 5@26 4@23, 5@36 4@20, 5@31

For SI: 1 inch = 25.4 mm;1 foot = 304.8 mm; 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895kPa.a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 ft (10 668 mm), interior wall area 4, an

effective wind area of 10 ft2 (0.9 m2), and topographic factor, Kzt, and importance factor, I, equal to 1.0.b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi (17.2 MPa).c. See Section R611.6.5 for location of reinforcement in wall.d. Deflection criterion is L/240, where L is the unsupported height of the wall in inches.e. Interpolation is not permitted.f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted.g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings

shown are the values calculated for the specified bar size. Where the bar used is Grade 60 (420 MPa) and the size specified in the table, the actual spacing in the wallshall not exceed a whole-number multiple of 12 inches (i.e., 12, 24, 36 and 48) that is less than or equal to the tabulated spacing. Vertical reinforcement with a yieldstrength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R611.5.4.7and Table R611.5.4(2).

h. See Table R611.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores.i. Top means gravity load from roof and/or floor construction bears on top of wall. Side means gravity load from floor construction is transferred to wall from a wood led-

ger or cold-formed steel track bolted to side of wall. Where floor framing members span parallel to the wall, the top bearing condition is permitted to be used.




WALL CONSTRUCTION

TABLE R611.6(3)MINIMUM VERTICAL REINFORCEMENT FOR 6-INCH SCREEN-GRID ABOVE-GRADE WALLSa, b, c, d, e



(feet)



Exposure Category 6

B C D Topi Sidei

85 — —

8 4@48 4@34, 5@48

9 4@48 4@29, 5@45

10 4@48 4@25, 5@39

90 — —

8 4@48 4@31, 5@48

9 4@48 4@27, 5@41

10 4@30, 5@47 4@23, 5@35

100 85 —

8 4@48 4@27, 5@42

9 4@30, 5@47 4@23, 5@35

10 4@24, 5@38 4@22, 5@34

110 90 85

8 4@48 4@24, 5@37

9 4@25, 5@38 4@22, 5@34

10 4@22, 5@34 4@22, 5@34

120 100 90

8 4@26, 5@41 4@22, 5@34

9 4@22, 5@34 4@22, 5@34

10 4@22, 6@34 4@19, 5@26

130 110 100

8 4@22, 5@35 4@22, 5@34

9 4@22, 5@34 4@20, 5@30

10 4@19, 5@29 4@16, 5@25

For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 mph = 0.447 m/s, pound per square inch = 6.895kPa.a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 ft, interior wall area 4, an effective wind

area of 10 ft2, and topographic factor, Kzt, and importance factor, I, equal to 1.0.b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi.c. See Section R611.6.5 for location of reinforcement in wall.d. Deflection criterion is L/240, where L is the unsupported height of the wall in inches.e. Interpolation is not permitted.f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted.g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi (420 MPa). Maxi-

mum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in thewall shall not exceed a whole-number multiple of 12 inches (i.e., 12, 24, 36 and 48) that is less than or equal to the tabulated spacing. Vertical reinforcement with ayield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R611.5.4.7 and TableR611.5.4(2).

h. See Table R611.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores.i. Top means gravity load from roof and/or floor construction bears on top of wall. Side means gravity load from floor construction is transferred to wall from a wood

ledger or cold-formed steel track bolted to side of wall. Where floor framing members span parallel to the wall, use of the top bearing condition is permitted.




WALL CONSTRUCTION

TABLE R611.6(4)MINIMUM VERTICAL REINFORCEMENT FOR FLAT, WAFFLE- AND SCREEN-GRID ABOVE-GRADE WALLS

DESIGNED CONTINUOUS WITH FOUNDATION STEM WALLSa, b, c, d, e, k, l

MAXIMUM WINDSPEED(mph)

HEIGHT OFSTEM WALLh, i

(feet)

MAXIMUMDESIGN LATERAL

SOIL LOAD(psf/ft)

MAXIMUMUNSUPPORTED

HEIGHT OF ABOVE-GRADE WALL

(feet)

MINIMUM VERTICAL REINFORCEMENT—BAR SIZE AND SPACING(inches)f, g

Wall type and nominal thicknessj (inches)

Exposure Category Flat Waffle Screen

B C D 4 6 8 10 6 8 6

85 — —

330

8 4@33 4@39 4@48 4@48 4@24 4@28 4@22

10 4@26 5@48 4@41 4@48 4@19 4@22 4@18

60 10 4@21 5@40 5@48 4@44 4@16 4@19 4@15

630 10 DR 5@22 6@35 6@43 DR 4@11 DR

60 10 DR DR 6@26 6@28 DR DR DR

90 — —

330

8 4@30 4@36 4@48 4@48 4@22 4@26 4@21

10 4@24 5@44 4@38 4@48 4@17 4@21 4@17

60 10 4@20 5@37 4@48 4@41 4@15 4@18 4@14

630 10 DR 5@21 6@35 6@41 DR 4@10 DR

60 10 DR DR 6@26 6@28 DR DR DR

100 85 —

3 308 4@26 5@48 4@42 4@48 4@19 4@23 4@18

10 4@20 5@37 4@33 4@41 4@15 4@18 4@14

6

60 10 4@17 5@34 5@44 4@36 4@13 4@17 4@12

30 10 DR 5@20 6@35 6@38 DR 4@9 DR

60 10 DR DR 6@24 6@28 DR DR DR

110 90 85

330

8 4@22 5@42 4@37 4@46 4@16 4@20 4@16

10 4@17 5@34 5@44 4@35 4@12 4@17 4@12

60 10 4@15 5@34 5@39 5@48 4@11 4@17 4@11

630 10 DR 5@18 6@35 6@35 DR 4@9 DR

60 10 DR DR 6@23 6@28 DR DR DR

120 100 90

330

8 4@19 5@37 5@48 4@40 4@14 4@17 4@14

10 4@14 5@34 5@38 5@48 4@11 4@17 4@10

60 10 4@13 5@33 6@48 5@43 4@10 4@16 4@9

630 10 DR 5@16 6@33 6@32 DR 4@8 DR

60 10 DR DR 6@22 6@28 DR DR DR

130 110 100

330

8 4@17 5@34 5@44 4@36 4@12 4@17 4@10

10 DR 5@32 6@47 5@42 4@9 4@15 DR

60 10 DR 5@29 6@43 5@39 DR 4@14 DR

630 10 DR 5@15 6@30 6@29 DR 4@7 DR

60 10 DR DR 6@21 6@27 DR DR DRFor SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 mile per hour = 0.447 m/s; 1 pound per square foot per foot = 0.1571kPa/m.a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 ft (10 668 mm), interior wall area 4, an

effective wind area of 10 ft2, and topographic factor, Kzt, and importance factor, I, equal to 1.0.b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi.c. See Section R611.6.5 for location of reinforcement in wall.d. Deflection criterion is L/240, where L is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall.e. Interpolation is not permitted. For intermediate values of basic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next higher

value.f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted.g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings

shown are the values calculated for the specified bar size. In waffle and screen-grid walls where the bar used is Grade 60 and the size specified in the table, the actualspacing in the wall shall not exceed a whole-number multiple of 12 inches (i.e., 12, 24, 36 and 48) that is less than or equal to the tabulated spacing. Vertical rein-forcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R611.5.4.7and Table R611.5.4(2).

h. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground.i. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported

at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing thetop of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction.

j. See Table R611.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle- andscreen-grid walls.

k. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferredto wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R611.6(1), R611.6(2) and R611.6(3).

l. DR indicates design required.



R611.7 Solid walls for resistance to lateral forces.

R611.7.1 Length of solid wall. Each exterior wall line ineach story shall have a total length of solid wall required bySection R611.7.1.1. A solid wall is a section of flat, waf-fle-grid or screen-grid wall, extending the full story heightwithout openings or penetrations, except those permitted bySection R611.7.2. Solid wall segments that contribute to thetotal length of solid wall shall comply with SectionR611.7.2.

R611.7.1.1 Length of solid wall for wind. All buildingsshall have solid walls in each exterior endwall line (theside of a building that is parallel to the span of the roof orfloor framing) and sidewall line (the side of a buildingthat is perpendicular to the span of the roof or floor fram-ing) to resist lateral in-plane wind forces. The site-appro-priate basic wind speed and exposure category shall beused in Tables R611.7(1A) through (1C) to determinethe unreduced total length, UR, of solid wall required ineach exterior endwall line and sidewall line. For build-ings with a mean roof height of less than 35 feet (10 668mm), the unreduced values determined from TablesR611.7(1A) though (1C) is permitted by multiplying bythe applicable factor, R1, from Table R611.7(2); how-ever, reduced values shall not be less than the minimumvalues in Tables R611.7(1A) through (1C). Where thefloor-to-ceiling height of a story is less than 10 feet (3048mm), the unreduced values determined from TablesR611.7(1A) through (C), including minimum values, ispermitted to be reduced by multiplying by the applicablefactor, R2, from Table R611.7(3). To account for differentdesign strengths than assumed in determining the valuesin Tables R611.7(1A) through (1C), the unreducedlengths determined from Tables R611.7(1A) through(1C), including minimum values, are permitted to bereduced by multiplying by the applicable factor, R3, fromTable R611.7(4). The reductions permitted by TablesR611.7(2), R611.7(3) and R611.7(4) are cumulative.

The total length of solid wall segments, TL, in a wallline that comply with the minimum length requirementsof Section R611.7.2.1 [see Figure R611.7(1)] shall beequal to or greater than the product of the unreducedlength of solid wall from Tables R611.7(1A) through(1C), UR and the applicable reduction factors, if any,from Tables R611.7(2), R611.7(3) and R611.7(4) asindicated by Equation R611-1.

TL ≥ R1 ⋅ R2 ⋅ R3 ⋅ UR (Equation R611-1)

Where

TL = total length of solid wall segments in a wallline that comply with Section R611.7.2.1 [seeFigure R611.7(1)], and

R1 = 1.0 or reduction factor for mean roof heightfrom Table R611.7(2),

R2 = 1.0 or reduction factor for floor-to-ceilingwall height from Table R611.7(3),

R3 = 1.0 or reduction factor for design strengthfrom Table R611.7(4), and

UR = unreduced length of solid wall from TablesR611.7(1A) through (1C).

The total length of solid wall in a wall line, TL, shallnot be less than that provided by two solid wall segmentscomplying with the minimum length requirements ofSection R611.7.2.1.

To facilitate determining the required wall thickness,wall type, number and grade of vertical bars at the eachend of each solid wall segment, and whether shear rein-forcement is required, use of Equation R611-2 is permit-ted.

RTL

R R UR31 2

≤⋅ ⋅

(Equation R611-2)

After determining the maximum permitted value ofthe reduction factor for design strength, R3, in accor-dance with Equation R611-2, select a wall type fromTable R611.7(4) with R3 less than or equal to the valuecalculated.

R611.7.2 Solid wall segments. Solid wall segments thatcontribute to the required length of solid wall shall complywith this section. Reinforcement shall be provided inaccordance with Section R611.7.2.2 and Table R611.7(4).Solid wall segments shall extend the full story-height with-out openings, other than openings for the utilities and otherbuilding services passing through the wall. In flat wallsand waffle-grid walls, such openings shall have an area ofless than 30 square inches (19 355 mm2) with no dimensionexceeding 61/4 inches (159 mm), and shall not be locatedwithin 6 inches (152 mm) of the side edges of the solid wallsegment. In screen-grid walls, such openings shall belocated in the portion of the solid wall segment betweenhorizontal and vertical cores of concrete and opening sizeand location are not restricted provided no concrete isremoved.

R611.7.2.1 Minimum length of solid wall segmentand maximum spacing. Only solid wall segments equalto or greater than 24 inches (610 mm) in length shall beincluded in the total length of solid wall required by Sec-tion R611.7.1. In addition, no more than two solid wallsegments equal to or greater than 24 inches (610 mm) inlength and less than 48 inches (1219 mm) in length shallbe included in the required total length of solid wall. Themaximum clear opening width shall be 18 feet (5486mm). See Figure R611.7(1).

R611.7.2.2 Reinforcement in solid wall segments.

R611.7.2.2.1 Horizontal shear reinforcement.Where reduction factors for design strength, R3, fromTable R611.7(4) based on horizontal and verticalshear reinforcement being provided are used, solidwall segments shall have horizontal reinforcementconsisting of minimum No. 4 bars. Horizontal shear


WALL CONSTRUCTION



reinforcement shall be the same grade of steelrequired for the vertical reinforcement at the ends ofsolid wall segments by Section R611.7.2.2.2.

The spacing of horizontal reinforcement shall notexceed the smaller of one-half the length of the solidwall segment, minus 2 inches (51 mm), and 18 inches(457 mm). Horizontal shear reinforcement shall ter-minate in accordance with Section R611.6.4.

R611.7.2.2.2 Vertical reinforcement. Vertical rein-forcement applicable to the reduction factor(s) fordesign strength, R3, from Table R611.7(4) that is used,shall be located at each end of each solid wall segmentin accordance with the applicable detail in FigureR611.7(2). The No. 4 vertical bar required on eachside of an opening by Section R611.8.1.2 is permittedto be used as reinforcement at the ends of solid wallsegments where installed in accordance with theapplicable detail in Figure R611.7(2). There shall benot less than two No. 4 bars at each end of solid wallsegments located as required by the applicable detailin Figure R611.7(2). One of the bars at each end ofsolid wall segments shall be deemed to meet therequirements for vertical wall reinforcement requiredby Section R611.6.

The vertical wall reinforcement at each end of eachsolid wall segment shall be developed below the bot-tom of the adjacent wall opening [see FigureR611.7(3)] by one of the following methods:

1. Where the wall height below the bottom of theadjacent opening is equal to or greater than 22inches (559 mm) for No. 4 or 28 inches (711mm) for No. 5 vertical wall reinforcement, rein-forcement around openings in accordance withSection R611.8.1 shall be sufficient, or

2. Where the wall height below the bottom of theadjacent opening is less than required by Item 1above, the vertical wall reinforcement adjacentto the opening shall extend into the footing farenough to develop the bar in tension in accor-

dance with Section R611.5.4.4 and FigureR611.5.4(2), or shall be lap-spliced with adowel that is embedded in the footing farenough to develop the dowel-bar in tension.

R611.7.2.2.3 Vertical shear reinforcement. Wherereduction factors for design strength, R3, from TableR611.7(4) based on horizontal and vertical shear rein-forcement being provided are used, solid wall seg-ments shall have vertical reinforcement consisting ofminimum No. 4 bars. Vertical shear reinforcementshall be the same grade of steel required by SectionR611.7.2.2.2 for the vertical reinforcement at theends of solid wall segments. The spacing of verticalreinforcement throughout the length of the segmentshall not exceed the smaller of one third the length ofthe segment, and 18 inches (457 mm). Vertical shearreinforcement shall be continuous between stories inaccordance with Section R611.6.3, and shall termi-nate in accordance with Section R611.6.4. Verticalshear reinforcement required by this section is per-mitted to be used for vertical reinforcement requiredby Table R611.6(1), R611.6(2), R611.6(3) orR611.6(4), whichever is applicable.

R611.7.2.3 Solid wall segments at corners. At all inte-rior and exterior corners of exterior walls, a solid wallsegment shall extend the full height of each wall story.The segment shall have the length required to develop thehorizontal reinforcement above and below the adjacentopening in tension in accordance with SectionR611.5.4.4. For an exterior corner, the limiting dimen-sion is measured on the outside of the wall, and for aninterior corner the limiting dimension is measured on theinside of the wall. See Section R611.8.1. The length of asegment contributing to the required length of solid wallshall comply with Section R611.7.2.1.

The end of a solid wall segment complying with theminimum length requirements of Section R611.7.2.1shall be located no more than 6 feet (1829 mm) from eachcorner.


WALL CONSTRUCTION




WALL CONSTRUCTION

TABLE R611.7(1A)UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE

ONE STORY OR TOP STORY OF TWO-STORYa,c,d,e,f,g

SIDEWALLLENGTH

(feet)

ENDWALLLENGTH

(feet)ROOFSLOPE

UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE (feet)

Basic Wind Speed (mph) Exposure

85B 90B 100B 110B 120B 130B

Minimumb

85C 90C 100C 110C

85D 90D 100D

15

15

< 1:12 0.90 1.01 1.25 1.51 1.80 2.11 0.98

5:12 1.25 1.40 1.73 2.09 2.49 2.92 1.43

7:12 1.75 1.96 2.43 2.93 3.49 4.10 1.64

12:12 2.80 3.13 3.87 4.68 5.57 6.54 2.21

30

< 1:12 0.90 1.01 1.25 1.51 1.80 2.11 1.09

5:12 1.25 1.40 1.73 2.09 2.49 2.92 2.01

7:12 2.43 2.73 3.37 4.08 4.85 5.69 2.42

12:12 4.52 5.07 6.27 7.57 9.01 10.58 3.57

45

< 1:12 0.90 1.01 1.25 1.51 1.80 2.11 1.21

5:12 1.25 1.40 1.73 2.09 2.49 2.92 2.59

7:12 3.12 3.49 4.32 5.22 6.21 7.29 3.21

12:12 6.25 7.00 8.66 10.47 12.45 14.61 4.93

60

< 1:12 0.90 1.01 1.25 1.51 1.80 2.11 1.33

5:12 1.25 1.40 1.73 2.09 2.49 2.92 3.16

7:12 3.80 4.26 5.26 6.36 7.57 8.89 3.99

12:12 7.97 8.94 11.05 13.36 15.89 18.65 6.29

30

15

< 1:12 1.61 1.80 2.23 2.70 3.21 3.77 1.93

5:12 2.24 2.51 3.10 3.74 4.45 5.23 2.75

7:12 3.15 3.53 4.37 5.28 6.28 7.37 3.12

12:12 4.90 5.49 6.79 8.21 9.77 11.46 4.14

30

< 1:12 1.61 1.80 2.23 2.70 3.21 3.77 2.14

5:12 2.24 2.51 3.10 3.74 4.45 5.23 3.78

7:12 4.30 4.82 5.96 7.20 8.57 10.05 4.52

12:12 7.79 8.74 10.80 13.06 15.53 18.23 6.57

45

< 1:12 1.61 1.80 2.23 2.70 3.21 3.77 2.35

5:12 2.24 2.51 3.10 3.74 4.45 5.23 4.81

7:12 5.44 6.10 7.54 9.12 10.85 12.73 5.92

12:12 10.69 11.98 14.81 17.90 21.30 25.00 9.00

60

< 1:12 1.61 1.80 2.23 2.70 3.21 3.77 2.56

5:12 2.24 2.51 3.10 3.74 4.45 5.23 5.84

7:12 6.59 7.39 9.13 11.04 13.14 15.41 7.32

12:12 13.58 15.22 18.82 22.75 27.07 31.77 11.43

(continued)




WALL CONSTRUCTION

TABLE R611.7(1A)—continuedUNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE

ONE STORY OR TOP STORY OF TWO-STORYa,c,d,e,f,g

SIDEWALLLENGTH

(feet)

ENDWALLLENGTH

(feet)ROOFSLOPE



85B 90B 100B 110B 120B 130B

Minimumb

85C 90C 100C 110C

85D 90D 100D

60

15

< 1:12 2.99 3.35 4.14 5.00 5.95 6.98 3.83

5:12 4.15 4.65 5.75 6.95 8.27 9.70 5.37

7:12 5.91 6.63 8.19 9.90 11.78 13.83 6.07

12:12 9.05 10.14 12.54 15.16 18.03 21.16 8.00

30

< 1:12 2.99 3.35 4.14 5.00 5.95 6.98 4.23

5:12 4.15 4.65 5.75 6.95 8.27 9.70 7.31

7:12 7.97 8.94 11.05 13.36 15.89 18.65 8.71

12:12 14.25 15.97 19.74 23.86 28.40 33.32 12.57

45

< 1:12 3.11 3.48 4.30 5.20 6.19 7.26 4.63

5:12 4.31 4.84 5.98 7.23 8.60 10.09 9.25

7:12 10.24 11.47 14.19 17.15 20.40 23.84 11.35

12:12 19.84 22.24 27.49 33.23 39.54 46.40 17.14

60

< 1:12 3.22 3.61 4.46 5.39 6.42 7.53 5.03

5:12 4.47 5.01 6.19 7.49 8.91 10.46 11.19

7:12 12.57 14.09 17.42 21.05 25.05 29.39 13.99

12:12 25.61 28.70 35.49 42.90 51.04 59.90 21.71

For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 mile per hour = 0.447 m/s, 1 pound-force per linear foot = 0.146kN/m, 1 pound per square foot = 47.88 Pa.a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 6-10 of ASCE 7 for a building with a mean roof height of 35 feet (10

668 mm). For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces tobe resisted by solid wall segments in each endwall [Table R611.7(1A) or R611.7(1B) or sidewall (Table R611.7(1C)], as appropriate. The forces to be resisted byeach wall line were then divided by the default design strength of 840 pounds per linear foot (12.26 kN/m) of length to determine the required solid wall length. Theactual mean roof height of the building shall not exceed the least horizontal dimension of the building.

b. Tabulated lengths in the “minimum” column are based on the requirement of Section 6.1.4.1 of ASCE 7 that the main wind-force resisting system be designed for aminimum service level force of 10 psf multiplied by the area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengthsin shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See SectionR611.7.1.1.

c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor, R1, from TableR611.7(2). The reduced length shall not be less than the “minimum” value shown in the table.

d. Tabulated lengths for “one story or top story of two-story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two-story” are basedon floor-to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in Table R611.7(1A), (1B) or(1C), or multiply the value in the table by the reduction factor, R2, from Table R611.7(3).

e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to bereduced by multiplying by the applicable reduction factor for design strength, R3, from Table R611.7(4).

f. The reduction factors, R1, R2, and R3, in Tables R611.7(2), R611.7(3), and R611.7(4), respectively, are permitted to be compounded, subject to the limitations ofNote b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Sections R611.7.1 and R611.7.2.1,respectively.

g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation.




WALL CONSTRUCTION

TABLE R611.7(1B)UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE

FIRST STORY OF TWO-STORYa,c,d,e,f,g

SIDEWALLLENGTH

(feet)

ENDWALLLENGTH

(feet)ROOFSLOPE


Basic Wind Speed (mph) Exposure85B 90B 100B 110B 120B 130B

Minimumb

85C 90C 100C 110C

85D 90D 100D

Velocity pressure (psf)

11.51 12.90 15.95 19.28 22.94 26.92

15

15

< 1:12 2.60 2.92 3.61 4.36 5.19 6.09 2.59

5:12 3.61 4.05 5.00 6.05 7.20 8.45 3.05

7:12 3.77 4.23 5.23 6.32 7.52 8.82 3.26

12:12 4.81 5.40 6.67 8.06 9.60 11.26 3.83

30

< 1:12 2.60 2.92 3.61 4.36 5.19 6.09 2.71

5:12 3.61 4.05 5.00 6.05 7.20 8.45 3.63

7:12 4.45 4.99 6.17 7.46 8.88 10.42 4.04

12:12 6.54 7.33 9.06 10.96 13.04 15.30 5.19

45

< 1:12 2.60 2.92 3.61 4.36 5.19 6.09 2.83

5:12 3.61 4.05 5.00 6.05 7.20 8.45 4.20

7:12 5.14 5.76 7.12 8.60 10.24 12.01 4.83

12:12 8.27 9.27 11.46 13.85 16.48 19.34 6.55

60

< 1:12 2.60 2.92 3.61 4.36 5.19 6.09 2.95

5:12 3.61 4.05 5.00 6.05 7.20 8.45 4.78

7:12 5.82 6.52 8.06 9.75 11.60 13.61 5.61

12:12 9.99 11.20 13.85 16.74 19.92 23.37 7.90

30

15

< 1:12 4.65 5.21 6.45 7.79 9.27 10.88 5.16

5:12 6.46 7.24 8.95 10.82 12.87 15.10 5.98

7:12 6.94 7.78 9.62 11.62 13.83 16.23 6.35

12:12 8.69 9.74 12.04 14.55 17.32 20.32 7.38

30

< 1:12 4.65 5.21 6.45 7.79 9.27 10.88 5.38

5:12 6.46 7.24 8.95 10.82 12.87 15.10 7.01

7:12 8.09 9.06 11.21 13.54 16.12 18.91 7.76

12:12 11.58 12.98 16.05 19.40 23.08 27.09 9.81

45

< 1:12 4.65 5.21 6.45 7.79 9.27 10.88 5.59

5:12 6.46 7.24 8.95 10.82 12.87 15.10 8.04

7:12 9.23 10.35 12.79 15.46 18.40 21.59 9.16

12:12 14.48 16.22 20.06 24.25 28.85 33.86 12.24

60

< 1:12 4.65 5.21 6.45 7.79 9.27 10.88 5.80

5:12 6.46 7.24 8.95 10.82 12.87 15.10 9.08

7:12 10.38 11.63 14.38 17.38 20.69 24.27 10.56

12:12 17.37 19.47 24.07 29.10 34.62 40.63 14.67

(continued)




WALL CONSTRUCTION

TABLE R611.7(1B)—continuedUNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE


SIDEWALLLENGTH

(feet)

ENDWALLLENGTH

(feet)ROOFSLOPE



85B 90B 100B 110B 120B 130B

Minimumb

85C 90C 100C 110C

85D 90D 100D

Velocity Pressure (psf)

11.51 12.90 15.95 19.28 22.94 26.92

60

15

< 1:12 8.62 9.67 11.95 14.45 17.19 20.17 10.30

5:12 11.98 13.43 16.61 20.07 23.88 28.03 11.85

7:12 13.18 14.78 18.27 22.08 26.28 30.83 12.54

12:12 16.32 18.29 22.62 27.34 32.53 38.17 14.48

30

< 1:12 8.62 9.67 11.95 14.45 17.19 20.17 10.70

5:12 11.98 13.43 16.61 20.07 23.88 28.03 13.79

7:12 15.25 17.09 21.13 25.54 30.38 35.66 15.18

12:12 21.52 24.12 29.82 36.05 42.89 50.33 19.05

45

< 1:12 8.97 10.06 12.43 15.03 17.88 20.99 11.10

5:12 12.46 13.97 17.27 20.88 24.84 29.15 15.73

7:12 17.67 19.80 24.48 29.59 35.21 41.32 17.82

12:12 27.27 30.56 37.79 45.68 54.35 63.78 23.62

60

< 1:12 9.30 10.43 12.89 15.58 18.54 21.76 11.50

5:12 12.91 14.47 17.90 21.63 25.74 30.20 17.67

7:12 20.14 22.58 27.91 33.74 40.15 47.11 20.46

12:12 33.19 37.19 45.99 55.59 66.14 77.62 28.19For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146kN/m, 1 pound per square foot = 47.88 Pa.a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 6-10 of ASCE 7 for a building with a mean roof height of 35 feet (10

668 mm). For wind perpendicular to the ridge, the effects of a 2-foot (610 mm) overhang on each endwall are included. The design pressures were used to calculateforces to be resisted by solid wall segments in each endwall [Table R611.7(1A) or R611.7(1B)] or sidewall [Table R611.7(1C)], as appropriate. The forces to beresisted by each wall line were then divided by the default design strength of 840 pounds per linear foot (12.26 kN/m) of length to determine the required solid walllength. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building.


c. For buildings with a mean roof height of less than 35 feet tabulated lengths are permitted to be reduced by multiplying by the appropriate factor, R1, from TableR611.7(2). The reduced length shall not be less than the “minimum” value shown in the table.








WALL CONSTRUCTION

TABLE R611.7(1C)UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR SIDEWALL FOR WIND PARALLEL TO RIDGEa,c,d,e,f,g

SIDEWALLLENGTH

(feet)

ENDWALLLENGTH

(feet)ROOFSLOPE


Basic Wind Speed (mph) Exposure85B 90B 100B 110B 120B 130B

Minimumb

85C 90C 100C 110C

85D 90D 100D

One story or top story of two-story

< 30

15

< 1:12 0.95 1.06 1.31 1.59 1.89 2.22 0.90

5:12 1.13 1.26 1.56 1.88 2.24 2.63 1.08

7:12 1.21 1.35 1.67 2.02 2.40 2.82 1.17

12:12 1.43 1.60 1.98 2.39 2.85 3.34 1.39

30

< 1:12 1.77 1.98 2.45 2.96 3.53 4.14 1.90

5:12 2.38 2.67 3.30 3.99 4.75 5.57 2.62

7:12 2.66 2.98 3.69 4.46 5.31 6.23 2.95

12:12 3.43 3.85 4.76 5.75 6.84 8.03 3.86

45

< 1:12 2.65 2.97 3.67 4.43 5.27 6.19 2.99

5:12 3.98 4.46 5.51 6.66 7.93 9.31 4.62

7:12 4.58 5.14 6.35 7.68 9.14 10.72 5.36

12:12 6.25 7.01 8.67 10.48 12.47 14.63 7.39

60

< 1:12 3.59 4.03 4.98 6.02 7.16 8.40 4.18

5:12 5.93 6.65 8.22 9.93 11.82 13.87 7.07

7:12 6.99 7.83 9.69 11.71 13.93 16.35 8.38

12:12 9.92 11.12 13.75 16.62 19.77 23.21 12.00

60

45

< 1:12 2.77 3.11 3.84 4.65 5.53 6.49 2.99

5:12 4.15 4.66 5.76 6.96 8.28 9.72 4.62

7:12 4.78 5.36 6.63 8.01 9.53 11.18 5.36

12:12 6.51 7.30 9.03 10.91 12.98 15.23 7.39

60

< 1:12 3.86 4.32 5.35 6.46 7.69 9.02 4.18

5:12 6.31 7.08 8.75 10.57 12.58 14.76 7.07

7:12 7.43 8.32 10.29 12.44 14.80 17.37 8.38

12:12 10.51 11.78 14.56 17.60 20.94 24.57 12.00First story of two-story

< 30

15

< 1:12 2.65 2.97 3.67 4.44 5.28 6.20 2.52

5:12 2.83 3.17 3.92 4.74 5.64 6.62 2.70

7:12 2.91 3.26 4.03 4.87 5.80 6.80 2.79

12:12 3.13 3.51 4.34 5.25 6.24 7.32 3.01

30

< 1:12 4.81 5.39 6.67 8.06 9.59 11.25 5.14

5:12 5.42 6.08 7.52 9.09 10.81 12.69 5.86

7:12 5.70 6.39 7.90 9.55 11.37 13.34 6.19

12:12 6.47 7.25 8.97 10.84 12.90 15.14 7.10

45

< 1:12 6.99 7.83 9.69 11.71 13.93 16.35 7.85

5:12 8.32 9.33 11.53 13.94 16.59 19.47 9.48

7:12 8.93 10.01 12.37 14.95 17.79 20.88 10.21

12:12 10.60 11.88 14.69 17.75 21.13 24.79 12.25

60

< 1:12 9.23 10.35 12.79 15.46 18.40 21.59 10.65

5:12 11.57 12.97 16.03 19.38 23.06 27.06 13.54

7:12 12.63 14.15 17.50 21.15 25.17 29.54 14.85

12:12 15.56 17.44 21.56 26.06 31.01 36.39 18.48

(continued)




WALL CONSTRUCTION

TABLE R611.7(1C)—continuedUNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE


SIDEWALLLENGTH

(feet)

ENDWALLLENGTH

(feet)ROOFSLOPE



85B 90B 100B 110B 120B 130B

Minimumb

85C 90C 100C 110C

85D 90D 100D

60

45

< 1:12 7.34 8.22 10.17 12.29 14.62 17.16 7.85

5:12 8.72 9.77 12.08 14.60 17.37 20.39 9.48

7:12 9.34 10.47 12.95 15.65 18.62 21.85 10.21

12:12 11.08 12.41 15.35 18.55 22.07 25.90 12.25

60

< 1:12 9.94 11.14 13.77 16.65 19.81 23.25 10.65

5:12 12.40 13.89 17.18 20.76 24.70 28.99 13.54

7:12 13.51 15.14 18.72 22.63 26.92 31.60 14.85

12:12 16.59 18.59 22.99 27.79 33.06 38.80 18.48For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146kN/m, 1 pound per square foot = 47.88 Pa.a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 6-10 of ASCE 7 for a building with a mean roof height of 35 feet (10

668 mm). For wind perpendicular to the ridge, the effects of a 2-foot (610 mm) overhang on each endwall are included. The design pressures were used to calculateforces to be resisted by solid wall segments in each endwall [Table R611.7(1A) or R611.7(1B)] or sidewall [(Table R611.7(1C)], as appropriate. The forces to beresisted by each wall line were then divided by the default design strength of 840 pounds per linear foot (12.26 kN/m) of length to determine the required solid walllength. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building.


c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor, R1, from TableR611.7(2). The reduced length shall not be less than the “minimum” value shown in the table.








WALL CONSTRUCTION

ONE-STORY OR TOP STORY OFTWO-STORY[TABLE R611.7(1B)]SEE SECTION R611.7.1.1

FIRST STORY OF TWO-STORY[(TABLE R611.7(1A)]SEE SECTION R611.7.1.1

ONE-STORY OR TOP STORY OFTWO-STORY[TABLE R611.7(1C)]SEE SECTION R611.7.1.1

FIRST STORY OF TWO-STORY[TABLE R611.7(1C)]SEE SECTION R611.7.1.1

W

ENDWALL

SIDEWALL

L

WINDPERPENDICULARTO RIDGE

WINDPARALLELTO RIDGE

W

ENDWALL

SIDEW

ALLL

NOTE: EACH SOLID WALL SEGMENT (A, B, C, D,E, AND F) SHALL COMPLY WITH THE MINIMUMSOLID WALL SEGMENT LENGTH IN ORDER TOBE APPLICABLE TO THE MINIMUM SOLID WALLLENGTH EQUATIONS IN SECTION R611.7.1.1.SEE SECTION R611.7.2

FIGURE R611.7(1)MINIMUM SOLID WALL LENGTH




WALL CONSTRUCTION

FIGURE R611.7(2)VERTICAL REINFORCEMENT LAYOUT DETAIL




WALL CONSTRUCTION

VERTICAL WALL REINFORCEMENTAT END OF SOLID WALL SEGMENTSEE SECTION R611.7.2.2.2

WALL HEIGHTBELOW LOWESTADJACENTOPENING MORETHAN REQUIREDBY SECTIONR611.7.2.2.2

VERTICAL REINFORCEMENT EXTENDEDOR DOWELED TO FOUNDATION WHEREWALL HEIGHT BELOW OPENING IS LESSTHAN REQUIRED BY SECTION R611.7.2.2.2

FOOTING

WALL

ALSO, SEE FIGURE R611.8(1)

FIGURE R611.7(3)VERTICAL WALL REINFORCEMENT ADJACENT TO WALL OPENINGS

TABLE R611.7(2)REDUCTION FACTOR, R1, FOR BUILDINGS WITH MEAN ROOF HEIGHT LESS THAN 35 FEETa

MEAN ROOF HEIGHTb,c

(feet)

REDUCTION FACTOR R1, FOR MEAN ROOF HEIGHT

Exposure category

B C D

< 15 0.96 0.84 0.87

20 0.96 0.89 0.91

25 0.96 0.93 0.94

30 0.96 0.97 0.98

35 1.00 1.00 1.00

For SI: 1 foot = 304.8 mm.a. See Section R611.7.1.1and note c to Table R611.7(1A) for application of reduction factors in this table. This reduction is not permitted for “minimum” values.b. For intermediate values of mean roof height, use the factor for the next greater height, or determine by interpolation.c. Mean roof height is the average of the roof eave height and height of the highest point on the roof surface, except that for roof slopes of less than or equal to 21/8:12

(10 degrees), the mean roof height is permitted to be taken as the roof eave height.




WALL CONSTRUCTION

TABLE R611.7(3)REDUCTION FACTOR, R2, FOR FLOOR-TO-CEILING WALL HEIGHTS LESS THAN 10 FEETa,b

STORY UNDERCONSIDERATION

FLOOR-TO-CEILING HEIGHTc

(feet)ENDWALL LENGTH

(feet) ROOF SLOPE REDUCTION FACTOR, R2

Endwalls—for wind perpendicular to ridge

One story or top story oftwo-story 8

15

< 5:12 0.83

7:12 0.90

12:12 0.94

60

< 5:12 0.83

7:12 0.95

12:12 0.98

First story of two-story 16 combined first andsecond story

15

< 5:12 0.83

7:12 0.86

12:12 0.89

60

< 5:12 0.83

7:12 0.91

12:12 0.95

Sidewalls—for wind parallel to ridge

One story or top story oftwo-story 8

15

< 1:12 0.84

5:12 0.87

7:12 0.88

12:12 0.89

60

< 1:12 0.86

5:12 0.92

7:12 0.93

12:12 0.95

First story of two-story 16 combined first andsecond story

15

< 1:12 0.83

5:12 0.84

7:12 0.85

12:12 0.86

60

< 1:12 0.84

5:12 0.87

7:12 0.88

12:12 0.90

For SI: 1 foot = 304.8 mm.a. See Section R611.7.1.1 and Note d to Table R611.7(1A) for application of reduction factors in this table.b. For intermediate values of endwall length, and/or roof slope, use the next higher value, or determine by interpolation.c. Tabulated values in Table R611.7(1A) and (1C) for “one story or top story of two-story” are based on a floor-to-ceiling height of 10 feet (3048 mm). Tabulated val-

ues in Table R611.7(1B) and (1C) for “first story of two-story” are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor to ceilingheights between those shown in this table and those assumed in Table R611.7(1A), (1B) or (1C), use the solid wall lengths in Table R611.7(1A), (1B) or (1C), ordetermine the reduction factor by interpolating between 1.0 and the factor shown in this table.




WALL CONSTRUCTION

TABLE R611.7(4)REDUCTION FACTOR FOR DESIGN STRENGTH, R3, FOR FLAT, WAFFLE- AND SCREEN-GRID WALLSa,c

NOMINALTHICKNESS OF WALL

(inches)

VERTICAL BARS AT EACH ENDOF SOLID WALL SEGMENT VERTICAL

REINFORCEMENTLAYOUT DETAIL

[see Figure R611.7(2)]

REDUCTION FACTOR, R3, FOR LENGTH OF SOLID WALL

Horizontal and vertical shear reinforcement provided

Number of bars Bar size

No Yesd

40,000b 60,000b 40,000b 60,000b

Flat walls

4

2 4 1 0.74 0.61 0.74 0.50

3 4 2 0.61 0.61 0.52 0.27

2 5 1 0.61 0.61 0.48 0.25

3 5 2 0.61 0.61 0.26 0.18

6

2 4 3 0.70 0.48 0.70 0.48

3 4 4 0.49 0.38 0.49 0.33

2 5 3 0.46 0.38 0.46 0.31

3 5 4 0.38 0.38 0.32 0.16

8

2 4 3 0.70 0.47 0.70 0.47

3 4 5 0.47 0.32 0.47 0.32

2 5 3 0.45 0.31 0.45 0.31

4 4 6 0.36 0.28 0.36 0.25

3 5 5 0.31 0.28 0.31 0.16

4 5 6 0.28 0.28 0.24 0.12

10

2 4 3 0.70 0.47 0.70 0.47

2 5 3 0.45 0.30 0.45 0.30

4 4 7 0.36 0.25 0.36 0.25

6 4 8 0.25 0.22 0.25 0.13

4 5 7 0.24 0.22 0.24 0.12

6 5 8 0.22 0.22 0.12 0.08Waffle-grid wallse

6

2 4 3 0.78 0.78 0.70 0.48

3 4 4 0.78 0.78 0.49 0.25

2 5 3 0.78 0.78 0.46 0.23

3 5 4 0.78 0.78 0.24 0.16

8

2 4 3 0.78 0.78 0.70 0.47

3 4 5 0.78 0.78 0.47 0.24

2 5 3 0.78 0.78 0.45 0.23

4 4 6 0.78 0.78 0.36 0.18

3 5 5 0.78 0.78 0.23 0.16

4 5 6 0.78 0.78 0.18 0.13Screen-grid wallse

6

2 4 3 0.93 0.93 0.70 0.48

3 4 4 0.93 0.93 0.49 0.25

2 5 3 0.93 0.93 0.46 0.23

3 5 4 0.93 0.93 0.24 0.16

For SI: 1 inch = 25.4 mm; 1,000 pounds per square inch = 6.895MPa.a. See note e to Table R611.7(1A) for application of adjustment factors in this table.b. Yield strength in pounds per square inch of vertical wall reinforcement at ends of solid wall segments.c. Values are based on concrete with a specified compressive strength, ′fc , of 2,500 psi. Where concrete with ′fc of not less than 3,000 psi is used, values in shaded cells

are permitted to be decreased by multiplying by 0.91.d. Horizontal and vertical shear reinforcement shall be provided in accordance with Section R611.7.2.2.e. Each end of each solid wall segment shall have rectangular flanges. In the through-the-wall dimension, the flange shall not be less than 51/2 inches for 6-inch nomi-

nal waffle- and screen-grid walls, and not less than 71/2 inches for 8-inch nominal waffle-grid walls. In the in-plane dimension, flanges shall be long enough toaccommodate the vertical reinforcement required by the layout detail selected from Figure R611.7(2) and provide the cover required by Section R611.5.4.1. If nec-essary to achieve the required dimensions, form material shall be removed or use of flat wall forms is permitted.



R611.8 Requirements for lintels and reinforcement aroundopenings.

R611.8.1 Reinforcement around openings. Reinforcementshall be provided around openings in walls equal to or greaterthan 2 feet (610 mm) in width in accordance with this sectionand Figure R611.8(1), in addition to the minimum wall rein-forcement required by Sections R404.1.2, R611.6 andR611.7. Vertical wall reinforcement required by this sectionis permitted to be used as reinforcement at the ends of solidwall segments required by Section R611.7.2.2.2 provided it islocated in accordance with Section R611.8.1.2. Wall open-ings shall have a minimum depth of concrete over the widthof the opening of 8 inches (203 mm) in flat walls and waf-fle-grid walls, and 12 inches (305 mm) in screen-grid walls.Wall openings in waffle-grid and screen-grid walls shall belocated such that not less than one-half of a vertical coreoccurs along each side of the opening.

R611.8.1.1 Horizontal reinforcement. Lintels comply-ing with Section R611.8.2 shall be provided above wallopenings equal to or greater than 2 feet (610 mm) in width.

Exception: Continuous horizontal wall reinforcementplaced within 12 inches (305 mm) of the top of the wallstory as required in Sections R404.1.2.2 and R611.6.2is permitted in lieu of top or bottom lintel reinforce-ment required by Section R611.8.2 provided that thecontinuous horizontal wall reinforcement meets thelocation requirements specified in Figures R611.8(2),

R611.8(3), and R611.8(4) and the size requirementsspecified in Tables R611.8(2) through R611.8(10).

Openings equal to or greater than 2 feet (610 mm) inwidth shall have a minimum of one No. 4 bar placedwithin 12 inches (305 mm) of the bottom of the opening.See Figure R611.8(1).

Horizontal reinforcement placed above and below anopening shall extend beyond the edges of the opening thedimension required to develop the bar in tension inaccordance with Section R611.5.4.4.

R611.8.1.2 Vertical reinforcement. Not less than oneNo. 4 bar [Grade 40 (280 MPa)] shall be provided oneach side of openings equal to or greater than 2 feet (610mm) in width. The vertical reinforcement required bythis section shall extend the full height of the wall storyand shall be located within 12 inches (305 mm) of eachside of the opening. The vertical reinforcement requiredon each side of an opening by this section is permitted toserve as reinforcement at the ends of solid wall segmentsin accordance with Section R611.7.2.2.2, provided it islocated as required by the applicable detail in FigureR611.7(2). Where the vertical reinforcement required bythis section is used to satisfy the requirements of SectionR611.7.2.2.2 in waffle- and screen-grid walls, a concreteflange shall be created at the ends of the solid wall seg-ments in accordance with Table R611.7(4), note e. In thetop-most story, the reinforcement shall terminate inaccordance with Section R611.6.4.


WALL CONSTRUCTION

SEE FIGURES R611.8(2),R611.8(3) AND R611.8(4)

CENTER DISTANCE,A, NOT REQUIRINGSTIRRUPS

TOP AND BOTTOMLINTEL REINFORCEMNTAS REQUIRED – SEESECTION R611.8.2FLAT AND WAFFLE-GRID-

8 IN. MIN. SCREEN-GRID-12 IN. MIN.

CONTINUOUS BAR AS REQUIREDBY SECTION R611.6.2 SHALL BEPERMITTED TO BE USED AS LINTELREINFORCEMENT WHERE LOCATEDAS SHOWN IN FIGURES R611.8(2),R611.8(3) AND R611.8(4)

TOP OFWALL STORY

WALL REINFORCEMENTAS REQUIRED

VERTICAL REINFORCEMENT BESIDE OPENING.SEE SECTION R611.8.1.2* LENGTH REQUIRED TO

DEVELOP BAR IN TENSION -SEE SECTION R611.8.1.1

SEESECTION R611.8.1

OPENING REINFORCEMENTAS REQUIRED

≥ 2 FT

ELEVATION OF WALL

< 2 FT


FIGURE R611.8(1)REINFORCEMENT OF OPENINGS




WALL CONSTRUCTION

T

D d

TO

PB

AR

d

BO

TT

OM

BA

R

1 / IN.

MINIMUM2 / IN.

MAXIMUM

1

1

2

2

1 / IN.

MINIMUM2 / IN.

Maximum

1

1

2

2

HORIZONTAL TOPLINTEL REINFORCEMENTAS REQUIRED*

MINIMUM NO. 3STIRRUP AS REQUIRED“C” STIRRUPS AREACCEPTABLE

FORM STAY-IN-PLACE

OR REMOVABLE

−

HORIZONTAL BOTTOMLINTEL REINFORCEMENTAS REQUIRED*

*FOR BUNDLED BARS, SEE SECTION R611.8.2.2.SECTION CUT THROUGH FLAT WALL LINTEL


FIGURE R611.8(2)LINTEL FOR FLAT WALLS

1 / IN.

MINIMUM2 / IN.

MAXIMUM

1

1

2

2

D d

TO

PB

AR

d

BO

TT

ON

BA

R

HORIZONTAL TOPLINTEL REINFORCEMENTAS REQUIRED


CONCRETE WEB (HIDDEN)


FORM STAY-IN-PLACE

OR REMOVEABLE

−

HORIZONTAL BOTTOM LINTEL REINFORCEMENT AS REQUIRED*

(a) SINGLE FORM HEIGHT SECTION CUT THROUGH VERTICAL CORE OF A WAFFLE-GRID LINTEL

1 / IN.

MINIMUM2 / IN.

MAXIMUM

1

1

2

2

1 / IN.

MINIMUM2 / IN.

MAXIMUM

1

1

2

2

D d d

TO

PB

AR

BO

TT

OM

BA

R

T

BO

TT

ON

BA

R

THORIZONTAL TOPLINTEL REINFORCEMENTAS REQUIRED*


CONCRETE WEB (HIDDEN)


FORM STAY-IN-PLACE

OR REMOVEABLE

−

HORIZONTAL BOTTOMLINTEL REINFORCEMENTAS REQUIRED*

(b) DOUBLE FORM HEIGHT SECTION CUT THROUGH VERTICAL CORE OF A WAFFLE-GRID LINTEL

*FOR BUNDLED BARS, SEE SECTION R611.8.2.2.

NOTE: CROSS-HATCHING REPRESENTS THE AREA IN WHICH FORM MATERIAL SHALL BE REMOVED,IF NECESSARY, TO CREATE FLANGES CONTINUOUS THE LENGTH OF THE LINTEL. FLANGES SHALLHAVE A MINIMUM THICKNESS OF 3 IN., AND A MINIMUM WIDTH OF 5 IN. AND 7 IN. IN 6 IN. NOMINALAND 8 IN. NOMINAL WAFFLE-GRID WALLS, RESPECTIVELY. SEE NOTE a TO TABLES R611.8(6)AND R611.8(10).


FIGURE R611.8(3)LINTELS FOR WAFFLE-GRID WALLS




WALL CONSTRUCTION

1 / IN.

MINIMUM2 / IN.

MAXIMUM

1

1

2

2

D d

TO

PB

AR

BO

TT

OM

BA

R

T

(a) SINGLE FORM HEIGHT SECTION CUT THROUGHVERTICAL CORE OF A SCREEN-GRID LINTEL


HORIZONTAL CONCRETECORE (HIDDEN)


FORM STAY-IN-PLACE

OR REMOVABLE

−

HORIZONTAL BOTTOM LINTELREINFORCEMENT AS REQUIRED*

T

1 / IN.

MINIMUM2 / IN.

MAXIMUM

1

1

2

2

1 / IN.

MINIMUM2 / IN.

MAXIMUM

1

1

2

2

D

TO

PB

AR

d

BO

TT

OM

BA

R

d

d

HORIZONTAL CONCRETECORE (HIDDEN)



FORM STAY-IN-PLACE

OR REMOVABLE

−


HORIZONTAL BOTTOM LINTELREINFORCEMENT AS REQUIRED*

(b) DOUBLE FORM HEIGHT SECTION CUT THROUGH VERTICALCORE OF A SCREEN-GRID LINTEL

*FOR BUNDLED BARS, SEE SECTION R611.8.2.2.

NOTE: CROSS-HATCHING REPRESENTS THE AREA IN WHICH FORM MATERIAL SHALL BE REMOVED,IF NECESSARY, TO CREATE FLANGES CONTINUOUS THE LENGTH OF THE LINTEL. FLANGESSHALL HAVE A MINIMUM THICKNESS OF 2.5 IN. AND A MINIMUM WIDTH OF 5 IN. SEE NOTEa TO TABLES R611.8(8) AND R611.8(10).

1 / IN.

MINIMUM2 / IN.

MAXIMUM

1

1

2

2


FIGURE R611.8(4)LINTELS FOR SCREEN-GRID WALLS



R611.8.2 Lintels. Lintels shall be provided over all open-ings equal to or greater than 2 feet (610 mm) in width. Lin-tels with uniform loading shall conform to SectionsR611.8.2.1, and R611.8.2.2, or Section R611.8.2.3. Lintelssupporting concentrated loads, such as from roof or floorbeams or girders, shall be designed in accordance with ACI318.

R611.8.2.1 Lintels designed for gravity load-bearingconditions. Where a lintel will be subjected to gravityload condition 1 through 5 of Table R611.8(1), the clearspan of the lintel shall not exceed that permitted byTables R611.8(2) through R611.8(8). The maximumclear span of lintels with and without stirrups in flat wallsshall be determined in accordance with Tables R611.8(2)through R611.8(5), and constructed in accordance withFigure R611.8(2). The maximum clear span of lintelswith and without stirrups in waffle-grid walls shall bedetermined in accordance with Tables R611.8(6) andR611.8(7), and constructed in accordance with FigureR611.8(3). The maximum clear span of lintels with andwithout stirrups in screen-grid walls shall be determinedin accordance with Table R611.8(8), and constructed inaccordance with Figure R611.8(4).

Where required by the applicable table, No. 3 stirrupsshall be installed in lintels at a maximum spacing of d/2where d equals the depth of the lintel, D, less the cover ofthe concrete as shown in Figures R611.8(2) throughR611.8(4). The smaller value of d computed for the topand bottom bar shall be used to determine the maximumstirrup spacing. Where stirrups are required in a lintelwith a single bar or two bundled bars in the top and bot-tom, they shall be fabricated like the letter “c” or “s” with135-degree (2.36 rad) standard hooks at each end thatcomply with Section R611.5.4.5 and Figure R611.5.4(3)and installed as shown in Figures R611.8(2) throughR611.8(4). Where two bars are required in the top andbottom of the lintel and the bars are not bundled, the barsshall be separated by a minimum of 1 inch (25 mm). Thefree end of the stirrups shall be fabricated with 90- or135-degree (1.57 or 2.36 rad) standard hooks that com-ply with Section R611.5.4.5 and Figure R611.5.4(3) andinstalled as shown in Figures R611.8(2) and R611.8(3).For flat, waffle-grid and screen-grid lintels, stirrups arenot required in the center distance, A, portion of spans in

accordance with Figure R611.8(1) and Tables R611.8(2)through R611.8(8). See Section R611.8.2.2, Item 5, forrequirement for stirrups throughout lintels with bundledbars.

R611.8.2.2 Bundled bars in lintels. It is permitted tobundle two bars in contact with each other in lintels if allof the following are observed:

1. Bars no larger than No. 6 are bundled.

2. Where the wall thickness is not sufficient to pro-vide not less than 3 inches (76 mm) of clear spacebeside bars (total on both sides) oriented horizon-tally in a bundle, the bundled bars shall be orientedin a vertical plane.

3. Where vertically oriented bundled bars terminatewith standard hooks to develop the bars in tensionbeyond the support (see Section R611.5.4.4), thehook extensions shall be staggered to provide aminimum of one inch (25 mm) clear spacingbetween the extensions.

4 Bundled bars shall not be lap spliced within the lin-tel span and the length on each end of the lintel thatis required to develop the bars in tension.

5. Bundled bars shall be enclosed within stirrupsthroughout the length of the lintel. Stirrups and theinstallation thereof shall comply with SectionR611.8.2.1.

R611.8.2.3 Lintels without stirrups designed fornonload-bearing conditions. The maximum clear spanof lintels without stirrups designed for nonload-bearingconditions of Table R611.8(1).1 shall be determined inaccordance with this section. The maximum clear spanof lintels without stirrups in flat walls shall be deter-mined in accordance with Table R611.8(9), and the max-imum clear span of lintels without stirrups in walls ofwaffle-grid or screen-grid construction shall be deter-mined in accordance with Table R611.8(10).


WALL CONSTRUCTION




WALL CONSTRUCTION

TABLE R611.8(1)LINTEL DESIGN LOADING CONDITIONSa, b, d

DESCRIPTION OF LOADS AND OPENINGS ABOVE INFLUENCING DESIGN OF LINTELDESIGN LOADCONDITIONc

Opening in wall of top story of two-story building, or first story of one-story building

Wall supporting loads from roof, includingattic floor, if applicable, and

Top of lintel equal to or less than W/2 below top of wall 2

Top of lintel greater than W/2 below top of wall NLB

Wall not supporting loads from roof or attic floor NLB

Opening in wall of first story of two-story building where wall immediately above is of concrete construction,or opening in basement wall of one-story building where wall immediately above is of concrete construction

LB ledger board mounted to side of wall withbottom of ledger less than or equal to W/2

above top of lintel, and

Top of lintel greater than W/2 below bottom of opening in story above 1

Top of lintel less than orequal to W/2 below bottom ofopening in story above, and

Opening is entirely within the footprintof the opening in the story above 1

Opening is partially within the footprintof the opening in the story above 4

LB ledger board mounted to side of wall with bottom of ledger more than W/2 above top of lintel NLB

NLB ledger board mounted to side of wallwith bottom of ledger less than or equal toW/2 above top of lintel, or no ledger board,

and

Top of lintel greater than W/2 below bottom of opening in story above NLB


Opening is entirely within the footprintof the opening in the story above NLB


Opening in basement wall of two-story buildingwhere walls of two stories above are of concrete construction

LB ledger board mounted to side of wall withbottom of ledger less than or equal to W/2

above top of lintel, and

Top of lintel greater than W/2 below bottom of opening in story above 1


Opening is entirely within the footprintof the opening in the story above 1


LB ledger board mounted to side of wall with bottom of ledger more than W/2 above top of lintel NLB

NLB ledger board mounted to side of wallwith bottom of ledger less than or equal toW/2 above top of lintel, or no ledger board,

and

Top of lintel greater than W/2 below bottom of opening in story above NLB


Opening is entirely within the footprintof the opening in the story above NLB


Opening in wall of first story of two-story building where wall immediately above is of light framed construction,or opening in basement wall of one-story building, where wall immediately above is of light framed construction

Wall supporting loads from roof, second floorand top-story wall of light-framed

construction, and

Top of lintel equal to or less than W/2 below top of wall 3

Top of lintel greater than W/2 below top of wall NLB

Wall not supporting loads from roof or second floor NLB

a. LB means load bearing, NLB means nonload-bearing, and W means width of opening.b. Footprint is the area of the wall below an opening in the story above, bounded by the bottom of the opening and vertical lines extending downward from the edges

of the opening.c. For design loading condition “NLB” see Tables R611.8(9) and R611.8(10). For all other design loading conditions see Tables R611.8(2) through R611.8(8).d. A NLB ledger board is a ledger attached to a wall that is parallel to the span of the floor, roof or ceiling framing that supports the edge of the floor, ceiling or roof.




WALL CONSTRUCTION

TABLE R611.8(2)MAXIMUM ALLOWABLE CLEAR SPANS FOR 4-INCH NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m

ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET

LINTEL DEPTH,Dg

(inches)

NUMBER OFBARS AND BAR

SIZE IN TOPAND BOTTOM

OF LINTEL

STEEL YIELDSTRENGTHh, fy

(psi)

DESIGN LOADING CONDITION DETERMINED FROM TABLE R611.8(1)

1 2 3 40 5

30 70 30 70 30 70 30 70

Maximum clear span of lintel (feet - inches)

8

Span without stirrupsi, j 3-2 3-4 2-4 2-6 2-2 2-1 2-0 2-0 2-0

1-#440,000 5-2 5-5 4-1 4-3 3-10 3-7 3-4 2-9 2-9

60,000 6-2 6-5 4-11 5-1 4-6 4-2 3-8 2-11 2-10

1-#540,000 6-3 6-7 5-0 5-2 4-6 4-2 3-8 2-11 2-10

60,000 DR DR DR DR DR DR DR DR DR

Center distance Ak, l 1-1 1-2 0-8 0-9 0-7 0-6 0-5 0-4 0-4

12


1-#440,000 6-7 7-0 5-4 5-7 5-0 4-9 4-4 3-8 3-7

60,000 7-11 8-6 6-6 6-9 6-0 5-9 5-3 4-5 4-4

1-#540,000 8-1 8-8 6-7 6-10 6-2 5-10 5-4 4-6 4-5

60,000 9-8 10-4 7-11 8-2 7-4 6-11 6-2 4-10 4-8

2-#41-#6

40,000 9-1 9-8 7-4 7-8 6-10 6-6 6-0 4-10 4-8



16


1-#440,000 6-8 7-3 5-6 5-9 5-2 4-11 4-6 3-10 3-8

60,000 9-3 10-1 7-9 8-0 7-2 6-10 6-3 5-4 5-2

1-#440,000 9-6 10-4 7-10 8-2 7-4 6-11 6-5 5-5 5-3

60,000 11-5 12-5 9-6 9-10 8-10 8-4 7-9 6-6 6-4

2-#41-#6

40,000 10-7 11-7 8-10 9-2 8-3 7-9 7-2 6-1 5-11

60,000 12-9 13-10 10-7 11-0 9-10 9-4 8-7 6-9 6-6

2-#540,000 13-0 14-1 10-9 11-2 9-11 9-2 8-2 6-6 6-3


Center distancek, l 2-3 2-8 1-7 1-8 1-4 1-3 1-0 0-9 0-8

20


1-#440,000 7-5 8-2 6-3 6-6 5-10 5-7 5-1 4-4 4-2

60,000 9-0 10-0 7-8 7-11 7-1 6-9 6-3 5-3 5-1

1-#540,000 9-2 10-2 7-9 8-1 7-3 6-11 6-4 5-4 5-2

60,000 12-9 14-2 10-10 11-3 10-1 9-7 8-10 7-5 7-3

2-#41-#6

40,000 11-10 13-2 10-1 10-5 9-4 8-11 8-2 6-11 6-9

60,000 14-4 15-10 12-1 12-7 11-3 10-9 9-11 8-4 8-1

2-#540,000 14-7 16-2 12-4 12-9 11-4 10-6 9-5 7-7 7-3

60,000 17-5 19-2 14-9 15-3 13-5 12-4 11-0 8-8 8-4

2-#640,000 16-4 18-11 12-7 13-3 11-4 10-6 9-5 7-7 7-3



(continued)




WALL CONSTRUCTION

TABLE R611.8(2)—continuedMAXIMUM ALLOWABLE CLEAR SPANS FOR 4-INCH NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m


LINTEL DEPTH,Dg

(inches)

NUMBER OF BARS AND BARSIZE IN TOP AND BOTTOM OF

LINTEL


1 2 3 4 5

Maximum ground snow load (psf)

30 70 30 70 30 70 30 70


24


1-#440,000 8-0 9-0 6-11 7-2 6-5 6-2 5-8 4-9 4-8

60,000 9-9 11-0 8-5 8-9 7-10 7-6 6-11 5-10 5-8

1-#540,000 10-0 11-3 8-7 8-11 8-0 7-7 7-0 5-11 5-9

60,000 13-11 15-8 12-0 12-5 11-2 10-7 9-10 8-3 8-0

2-#41-#6

40,000 12-11 14-6 11-2 11-6 10-5 9-10 9-1 7-8 7-5

60,000 15-7 17-7 13-6 13-11 12-7 11-11 11-0 9-3 9-0

2-#540,000 15-11 17-11 13-7 14-3 12-8 11-9 10-8 8-7 8-4

60,000 19-1 21-6 16-5 17-1 15-1 14-0 12-6 9-11 9-7

2-#640,000 17-7 21-1 14-1 14-10 12-8 11-9 10-8 8-7 8-4



For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 pound per square foot = 0.0479 kPa; Grade 40 = 280 MPa; Grade 60 = 420 MPa.a. See Table R611.3 for tolerances permitted from nominal thickness.b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See note j.c. Table values are based on uniform loading. See Section R611.8.2 for lintels supporting concentrated loads.d. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less.e. Linear interpolation is permitted between ground snow loads and between lintel depths.f. DR indicates design required.g. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of

the lintel.h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement.i. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall not be less than

the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more thand/2.

j. Where concrete with a minimum specified compressive strength of 3,000 psi (20.7 MPa) is used, clear spans for lintels without stirrups shall be permitted to bemultiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom rein-forcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greaterthan that of the lintel without stirrups that has been increased.

k. Center distance, A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths.l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10.m.The maximum clear opening width between two solid wall segments shall be 18 feet (5486 mm). See Section R611.7.2.1. Lintel clear spans in the table greater than

18 feet are shown for interpolation and information only.




WALL CONSTRUCTION



LINTEL DEPTH,Dg

(inches)



OF LINTEL


(psi)


1 2 3 4 5


30 70 30 70 30 70 30 70


8


1-#440,000 5-1 5-5 4-2 4-3 3-10 3-6 3-3 2-8 2-7

60,000 6-2 6-7 5-0 5-2 4-8 4-2 3-11 3-3 3-2

1-#540,000 6-3 6-8 5-1 5-3 4-9 4-3 4-0 3-3 3-2

60,000 7-6 8-0 6-1 6-4 5-8 5-1 4-9 3-8 3-6

2-#41-#6

40,000 7-0 7-6 5-8 5-11 5-3 4-9 4-5 3-8 3-6



12


1-#440,000 5-7 6-1 4-8 4-10 4-4 3-11 3-8 3-0 2-11

60,000 7-9 8-6 6-6 6-9 6-1 5-6 5-1 4-3 4-1

1-#540,000 7-11 8-8 6-8 6-11 6-2 5-7 5-2 4-4 4-2

60,000 9-7 10-6 8-0 8-4 7-6 6-9 6-3 5-2 5-1

2-#41-#6

40,000 8-11 9-9 7-6 7-9 6-11 6-3 5-10 4-10 4-8

60,000 10-8 11-9 8-12 9-4 8-4 7-6 7-0 5-10 5-8

2-#540,000 10-11 12-0 9-2 9-6 8-6 7-8 7-2 5-6 5-3

60,000 12-11 14-3 10-10 11-3 10-1 9-0 8-1 6-1 5-10

2-#640,000 12-9 14-0 10-8 11-1 9-7 8-1 7-3 5-6 5-3



16


1-#440,000 6-5 7-2 5-6 5-9 5-2 4-8 4-4 3-7 3-6

60,000 7-10 8-9 6-9 7-0 6-3 5-8 5-3 4-4 4-3

1-#540,000 7-11 8-11 6-10 7-1 6-5 5-9 5-4 4-5 4-4

60,000 11-1 12-6 9-7 9-11 8-11 8-0 7-6 6-2 6-0

2-#41-#6

40,000 10-3 11-7 8-10 9-2 8-3 7-6 6-11 5-9 5-7

60,000 12-5 14-0 10-9 11-1 10-0 9-0 8-5 7-0 6-9

2-#540,000 12-8 14-3 10-11 11-4 10-2 9-2 8-7 6-9 6-6

60,000 15-2 17-1 13-1 13-7 12-3 11-0 10-3 7-11 7-7

2-#640,000 14-11 16-9 12-8 13-4 11-4 9-8 8-8 6-9 6-6



(continued)




WALL CONSTRUCTION



LINTEL DEPTH,Dg

(inches)



OF LINTEL


(psi)


1 2 3 4 5


30 70 30 70 30 70 30 70


20


1-#540,000 8-9 10-1 7-9 8-0 7-3 6-6 6-1 5-1 4-11

60,000 10-8 12-3 9-5 9-9 8-10 8-0 7-5 6-2 6-0

2-#41-#6

40,000 9-11 11-4 8-9 9-1 8-2 7-4 6-10 5-8 5-7

60,000 13-9 15-10 12-2 12-8 11-5 10-3 9-7 7-11 7-9

2-#540,000 14-0 16-2 12-5 12-11 11-7 10-6 9-9 7-11 7-8

60,000 16-11 19-6 15-0 15-6 14-0 12-7 11-9 9-1 8-9

2-#640,000 16-7 19-1 14-7 15-3 13-1 11-3 10-2 7-11 7-8

60,000 19-11 22-10 17-4 18-3 15-6 13-2 11-10 9-1 8-9


24


1-#540,000 9-5 11-1 8-7 8-10 8-0 7-3 6-9 5-7 5-5

60,000 11-6 13-6 10-5 10-9 9-9 8-9 8-2 6-10 6-8

2-#41-#6

40,000 10-8 12-6 9-8 10-0 9-0 8-2 7-7 6-4 6-2

60,000 12-11 15-2 11-9 12-2 11-0 9-11 9-3 7-8 7-6

2-#540,000 15-2 17-9 13-9 14-3 12-10 11-7 10-10 9-0 8-9

60,000 18-4 21-6 16-7 17-3 15-6 14-0 13-1 10-4 10-0

2-#640,000 18-0 21-1 16-4 16-11 14-10 12-9 11-8 9-2 8-11

60,000 21-7 25-4 19-2 20-4 17-2 14-9 13-4 10-4 10-0


For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 psf = 0.0479 kPa; Grade 40 = 280 MPa; Grade 60 = 420 MPa.a. See Table R611.3 for tolerances permitted from nominal thickness.b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j.c. Table values are based on uniform loading. See Section R611.8.2 for lintels supporting concentrated loads.d. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less.e. Linear interpolation is permitted between ground snow loads and between lintel depths.f. DR indicates design required.g. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length

of the lintel.h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement.i. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall not be less than


j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcementshall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than thatof the lintel without stirrups that has been increased.

k. Center distance, A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths.l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10.m.The maximum clear opening width between two solid wall segments shall be 18 feet (5486 mm). See Section R611.7.2.1. Lintel clear spans in the table greater

than 18 feet are shown for interpolation and information only.




WALL CONSTRUCTION



LINTEL DEPTH,Dg

(inches)



OF LINTEL


(psi)


1 2 3 4 5


30 70 30 70 30 70 30 70


8


1-#440,000 4-4 4-9 3-7 3-9 3-4 2-11 2-9 2-3 2-2

60,000 6-1 6-7 5-0 5-3 4-8 4-0 3-9 3-1 3-0

1-#540,000 6-2 6-9 5-2 5-4 4-9 4-1 3-10 3-2 3-1

60,000 7-5 8-1 6-2 6-5 5-9 4-11 4-7 3-9 3-8

2-#41-#6

40,000 6-11 7-6 5-9 6-0 5-4 4-7 4-4 3-6 3-5

60,000 8-3 9-0 6-11 7-2 6-5 5-6 5-2 4-2 4-1

2-#540,000 8-5 9-2 7-0 7-3 6-6 5-7 5-3 4-2 4-0



12


1-#440,000 5-5 6-1 4-8 4-10 4-4 3-9 3-6 2-10 2-10

60,000 6-7 7-5 5-8 5-11 5-4 4-7 4-3 3-6 3-5

1-#540,000 6-9 7-7 5-9 6-0 5-5 4-8 4-4 3-7 3-6

60,000 9-4 10-6 8-1 8-4 7-6 6-6 6-1 5-0 4-10

2-#41-#6

40,000 8-8 9-9 7-6 7-9 7-0 6-0 5-8 4-7 4-6

60,000 10-6 11-9 9-1 9-5 8-5 7-3 6-10 5-7 5-5

2-#540,000 10-8 12-0 9-3 9-7 8-7 7-5 6-11 5-6 5-4

60,000 12-10 14-5 11-1 11-6 10-4 8-11 8-4 6-7 6-4

2-#640,000 12-7 14-2 10-10 11-3 10-2 8-3 7-6 5-6 5-4



16


1-#440,000 6-2 7-1 5-6 5-8 5-1 4-5 4-2 3-5 3-4

60,000 7-6 8-8 6-8 6-11 6-3 5-5 5-1 4-2 4-0

1-#540,000 7-8 8-10 6-10 7-1 6-4 5-6 5-2 4-3 4-1

60,000 9-4 10-9 8-4 8-7 7-9 6-8 6-3 5-2 5-0

2-#41-#6

40,000 8-8 10-0 7-8 8-0 7-2 6-2 5-10 4-9 4-8

60,000 12-0 13-11 10-9 11-2 10-0 8-8 8-1 6-8 6-6

2-#540,000 12-3 14-2 11-0 11-4 10-3 8-10 8-3 6-9 6-7

60,000 14-10 17-2 13-3 13-8 12-4 10-8 10-0 7-11 7-8

2-#640,000 14-6 16-10 13-0 13-5 12-1 10-1 9-2 6-11 6-8

60,000 17-5 20-2 15-7 16-1 14-6 11-10 10-8 7-11 7-8


(continued)




WALL CONSTRUCTION



LINTEL DEPTH,Dg

(inches)



OF LINTEL


(psi)


1 2 3 4 5


30 70 30 70 30 70 30 70


20


1-#540,000 8-4 9-11 7-8 8-0 7-2 6-3 5-10 4-9 4-8

60,000 10-2 12-1 9-5 9-9 8-9 7-7 7-1 5-10 5-8

2-#41-#6

40,000 9-5 11-3 8-8 9-0 8-1 7-0 6-7 5-5 5-3

60,000 11-6 13-8 10-7 11-0 9-11 8-7 8-0 6-7 6-5

2-#540,000 11-9 13-11 10-10 11-2 10-1 8-9 8-2 6-8 6-7

60,000 16-4 19-5 15-0 15-7 14-0 12-2 11-4 9-3 9-0

2-#640,000 16-0 19-0 14-9 15-3 13-9 11-10 10-10 8-3 8-0

60,000 19-3 22-11 17-9 18-5 16-7 13-7 12-4 9-3 9-0


24


1-#540,000 8-11 10-10 8-6 8-9 7-11 6-10 6-5 5-3 5-2

60,000 10-11 13-3 10-4 10-8 9-8 8-4 7-10 6-5 6-3

2-#41-#6

40,000 10-1 12-3 9-7 9-11 8-11 7-9 7-3 6-0 5-10

60,000 12-3 15-0 11-8 12-1 10-11 9-5 8-10 7-3 7-1

2-#540,000 12-6 15-3 11-11 12-4 11-1 9-7 9-0 7-5 7-3

60,000 17-6 21-3 16-7 17-2 15-6 13-5 12-7 10-4 10-1

2-#640,000 17-2 20-11 16-3 16-10 15-3 13-2 12-4 9-7 9-4

60,000 20-9 25-3 19-8 20-4 18-5 15-4 14-0 10-7 10-3


For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 psf = 0.0479 kPa; Grade 40 = 280 MPa; Grade 60 = 420 MPa.Note: Top and bottom reinforcement for lintels without stirrups shown in shaded cells shall be equal to or greater than that required for lintel of the same depth and

loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups.a. See Table R611.3 for tolerances permitted from nominal thickness.b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j.c. Table values are based on uniform loading. See Section R611.8.2 for lintels supporting concentrated loads.d. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less.e. Linear interpolation is permitted between ground snow loads and between lintel depths.f. DR indicates design required.g. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length




k. Center distance, A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths.l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10.m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R611.7.2.1. Lintel clear spans in the table greater than 18 feet are

shown for interpolation and information only.




WALL CONSTRUCTION



LINTEL DEPTH,Dg

(inches)



OF LINTEL


(psi)


1 2 3 4 5


30 70 30 70 30 70 30 70


8


1-#440,000 4-3 4-9 3-7 3-9 3-4 2-9 2-7 2-1 2-1

60,000 5-11 6-7 5-0 5-3 4-8 3-10 3-8 2-11 2-11

1-#540,000 6-1 6-9 5-2 5-4 4-9 3-11 3-9 3-0 2-11

60,000 7-4 8-1 6-3 6-5 5-9 4-9 4-6 3-7 3-7

2-#41-#6

40,000 6-10 7-6 5-9 6-0 5-5 4-5 4-2 3-4 3-4

60,000 8-2 9-1 6-11 7-2 6-6 5-4 5-0 4-1 4-0

2-#540,000 8-4 9-3 7-1 7-4 6-7 5-5 5-1 4-1 4-0

60,000 9-11 11-0 8-5 8-9 7-10 6-6 6-1 4-8 4-6

2-#640,000 9-9 10-10 8-3 8-7 7-9 6-4 5-10 4-1 4-0



12


1-#440,000 5-3 6-0 4-8 4-10 4-4 3-7 3-4 2-9 2-8

60,000 6-5 7-4 5-8 5-10 5-3 4-4 4-1 3-4 3-3

1-#540,000 6-6 7-6 5-9 6-0 5-5 4-5 4-2 3-5 3-4

60,000 7-11 9-1 7-0 7-3 6-7 5-5 5-1 4-2 4-0

2-#41-#6

40,000 7-4 8-5 6-6 6-9 6-1 5-0 4-9 3-10 3-9

60,000 10-3 11-9 9-1 9-5 8-6 7-0 6-7 5-4 5-3

2-#540,000 10-5 12-0 9-3 9-7 8-8 7-2 6-9 5-5 5-4

60,000 12-7 14-5 11-2 11-6 10-5 8-7 8-1 6-6 6-4

2-#640,000 12-4 14-2 10-11 11-4 10-2 8-5 7-8 5-7 5-5

60,000 14-9 17-0 13-1 13-6 12-2 10-0 9-1 6-6 6-4


16


1-#440,000 5-11 7-0 5-5 5-8 5-1 4-3 4-0 3-3 3-2

60,000 7-3 8-7 6-8 6-11 6-3 5-2 4-10 3-11 3-10

1-#540,000 7-4 8-9 6-9 7-0 6-4 5-3 4-11 4-0 3-11

60,000 9-0 10-8 8-3 8-7 7-9 6-5 6-0 4-11 4-9

2-#41-#6

40,000 8-4 9-11 7-8 7-11 7-2 5-11 5-7 4-6 4-5

60,000 10-2 12-0 9-4 9-8 8-9 7-3 6-10 5-6 5-5

2-#540,000 10-4 12-3 9-6 9-10 8-11 7-4 6-11 5-8 5-6

60,000 14-4 17-1 13-3 13-8 12-4 10-3 9-8 7-10 7-8

2-#640,000 14-1 16-9 13-0 13-5 12-2 10-1 9-6 7-0 6-10

60,000 17-0 20-2 15-8 16-2 14-7 12-0 10-11 8-0 7-9


(continued)




WALL CONSTRUCTION



LINTEL DEPTH,Dg

(inches)



OF LINTEL


(psi)


1 2 3 4 5


30 70 30 70 30 70 30 70


20


1-#440,000 6-5 7-10 6-2 6-4 5-9 4-9 4-6 3-8 3-7

60,000 7-10 9-7 7-6 7-9 7-0 5-10 5-6 4-5 4-4

1-#540,000 8-0 9-9 7-8 7-11 7-2 5-11 5-7 4-6 4-5

60,000 9-9 11-11 9-4 9-8 8-9 7-3 6-10 5-6 5-5

2-#41-#6

40,000 9-0 11-1 8-8 8-11 8-1 6-9 6-4 5-2 5-0

60,000 11-0 13-6 10-6 10-11 9-10 8-2 7-9 6-3 6-2

2-#540,000 11-3 13-9 10-9 11-1 10-0 8-4 7-10 6-5 6-3

60,000 15-8 19-2 15-0 15-6 14-0 11-8 11-0 8-11 8-9

2-#640,000 15-5 18-10 14-8 15-2 13-9 11-5 10-9 8-6 8-3

60,000 18-7 22-9 17-9 18-5 16-7 13-10 12-9 9-5 9-2


24


1-#540,000 8-6 10-8 8-5 8-8 7-10 6-6 6-2 5-0 4-11

60,000 10-5 13-0 10-3 10-7 9-7 8-0 7-6 6-1 6-0

2-#41-#6

40,000 9-7 12-1 9-6 9-9 8-10 7-5 7-0 5-8 5-6

60,000 11-9 14-9 11-7 11-11 10-10 9-0 8-6 6-11 6-9

2-#540,000 12-0 15-0 11-9 12-2 11-0 9-2 8-8 7-1 6-11

60,000 14-7 18-3 14-4 14-10 13-5 11-2 10-7 8-7 8-5

2-#640,000 14-3 17-11 14-1 14-7 13-2 11-0 10-4 8-5 8-3

60,000 19-11 25-0 19-7 20-3 18-4 15-3 14-5 10-10 10-7


For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 pound per square foot = 0.0479kPa; Grade 40 = 280 MPa; Grade 60 = 420 MPa.Note: Top and bottom reinforcement for lintels without stirrups shown in shaded cells shall be equal to or greater than that required for lintel of the same depth and

loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups.a. See Table R611.3 for tolerances permitted from nominal thickness.b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j.c. Table values are based on uniform loading. See Section R611.8.2 for lintels supporting concentrated loads.d. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less.e. Linear interpolation is permitted between ground snow loads and between lintel depths.f. DR indicates design required.g. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length




k. Center distance, A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths.l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10.m.The maximum clear opening width between two solid wall segments shall be 18 feet (5486 mm). See Section R611.7.2.1. Lintel clear spans in the table greater

than 18 feet are shown for interpolation and information only.




WALL CONSTRUCTION

TABLE R611.8(6)MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o

MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR SPAN 32 FEET

LINTEL DEPTH,Dg

(inches)



OF LINTEL


(psi)


1 2 3 4 5


30 70 30 70 30 70 30 70


8i

Span without stirrupsk, l 2-7 2-9 2-0 2-1 2-0 2-0 2-0 2-0 2-0

1-#440,000 5-2 5-5 4-0 4-3 3-7 3-3 2-11 2-4 2-3

60,000 5-9 6-3 4-0 4-3 3-7 3-3 2-11 2-4 2-3

1-#540,000 5-9 6-3 4-0 4-3 3-7 3-3 2-11 2-4 2-3

60,000 5-9 6-3 4-0 4-3 3-7 3-3 2-11 2-4 2-3

2-#41-#6

40,000 5-9 6-3 4-0 4-3 3-7 3-3 2-11 2-4 2-3


Center distance Am, n 0-9 0-10 0-6 0-6 0-5 0-5 0-4 STL STL

12i


1-#440,000 5-9 6-2 4-8 4-10 4-4 4-1 3-9 3-2 3-1

60,000 8-0 8-7 6-6 6-9 6-0 5-5 4-11 3-11 3-10

1-#540,000 8-1 8-9 6-8 6-11 6-0 5-5 4-11 3-11 3-10

60,000 9-1 10-3 6-8 7-0 6-0 5-5 4-11 3-11 3-10

2-#41-#6

40,000 9-1 9-9 6-8 7-0 6-0 5-5 4-11 3-11 3-10


16i


1-#440,000 6-7 7-3 5-6 5-9 5-2 4-10 4-6 3-9 3-8

60,000 8-0 8-10 6-9 7-0 6-3 5-11 5-5 4-7 4-5

1-#540,000 8-2 9-0 6-11 7-2 6-5 6-0 5-7 4-8 4-6

60,000 11-5 12-6 9-3 9-9 8-4 7-7 6-10 5-6 5-4

2-#41-#6

40,000 10-7 11-7 8-11 9-3 8-3 7-7 6-10 5-6 5-4

60,000 12-2 14-0 9-3 9-9 8-4 7-7 6-10 5-6 5-4

2-#540,000 12-2 14-2 9-3 9-9 8-4 7-7 6-10 5-6 5-4



20i


1-#440,000 7-2 8-2 6-3 6-6 5-10 5-6 5-1 4-3 4-2

60,000 8-11 9-11 7-8 7-11 7-1 6-8 6-2 5-2 5-0

1-#540,000 9-1 10-2 7-9 8-1 7-3 6-10 6-4 5-4 5-2

60,000 12-8 14-2 10-11 11-3 10-2 9-6 8-9 7-1 6-10

2-#41-#6

40,000 10-3 11-5 8-9 9-1 8-2 7-8 7-1 6-0 5-10

60,000 14-3 15-11 11-9 12-5 10-8 9-9 8-9 7-1 6-10

2-#540,000 14-6 16-3 11-6 12-1 10-4 9-6 8-6 6-11 6-8



(continued)




WALL CONSTRUCTION

TABLE R611.8(6)—continuedMAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o

MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR SPAN 32 FEET

LINTEL DEPTH,Dg

(inches)



OF LINTEL


(psi)


1 2 3 4 5


30 70 30 70 30 70 30 70


24wj


1-#440,000 7-11 9-0 6-11 7-2 6-5 6-0 5-7 4-8 4-7

60,000 9-8 10-11 8-5 8-9 7-10 7-4 6-10 5-9 5-7

1-#540,000 9-10 11-2 8-7 8-11 8-0 7-6 7-0 5-10 5-8

60,000 12-0 13-7 10-6 10-10 9-9 9-2 8-6 7-2 6-11

2-#41-#6

40,000 11-1 12-7 9-8 10-1 9-1 8-6 7-10 6-7 6-5

60,000 15-6 17-7 13-6 14-0 12-8 11-10 10-8 8-7 8-4

2-#540,000 15-6 17-11 12-8 13-4 11-6 10-7 9-7 7-10 7-7



For SI: 1 inch = 25.4 mm; 1 pound per square foot = 0.0479 kPa; 1 foot = 304.8 mm; Grade 40 = 280 MPa; Grade 60 = 420 MPa.a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3

inches in depth (in the vertical direction), are not less than 5 inches (127 mm) in width for 6-inch nominal waffle-grid forms and not less than 7 inches in width for8-inch nominal waffle-grid forms. See Figure R611.8(3). Flat form lintels shall be permitted in place of waffle-grid lintels. See Tables R611.8(2) throughR611.8(5).

b. See Table R611.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores.c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi (17.2 MPa). See Notes l and n. Table values are based on uniform

loading. See Section R611.8.2 for lintels supporting concentrated loads.d. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less.e. Linear interpolation is permitted between ground snow loads.f. DR indicates design required. STL – stirrups required throughout lintel.g. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length

of the lintel.h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement.i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-walls forms [see Tables R611.8(2) through R611.8(5)], or, if necessary, form material

shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be deter-mined from Tables R611.8(2) through R611.8(5).

j. Where stirrups are required for 24-inch (610 mm) deep lintels, the spacing shall not exceed 12 inches (305 mm) on center.k. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall not be less than


l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcementshall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than thatof the lintel without stirrups that has been increased.

m.Center distance, A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths.n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10.o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R611.7.2.1. Lintel spans in the table greater than 18 feet are





WALL CONSTRUCTION

TABLE R611.8(7)MAXIMUM ALLOWABLE CLEAR SPANS FOR 8-INCH THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o

MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR CLEAR SPAN 32 FEET

LINTEL DEPTH,Dg

(inches)



OF LINTEL


(psi)


1 2 3 4 5


30 70 30 70 30 70 30 70


8i

Span with stirrupsk, l 2-6 2-9 2-0 2-1 2-0 2-0 2-0 2-0 2-0

1-#440,000 4-5 4-9 3-7 3-9 3-4 3-0 2-10 2-3 2-2

60,000 5-6 6-2 4-0 4-3 3-7 3-1 2-10 2-3 2-2

1-#5 40,000 5-6 6-2 4-0 4-3 3-7 3-1 2-10 2-3 2-2


12i


1-#440,000 5-7 6-1 4-8 4-10 4-4 3-11 3-8 3-0 2-11

60,000 6-9 7-5 5-8 5-11 5-4 4-9 4-5 3-8 3-7

1-#540,000 6-11 7-7 5-10 6-0 5-5 4-10 4-6 3-9 3-7

60,000 8-8 10-1 6-7 7-0 5-11 5-2 4-8 3-9 3-7

2-#41-#6

40,000 8-8 9-10 6-7 7-0 5-11 5-2 4-8 3-9 3-7

60,000 8-8 10-1 6-7 7-0 5-11 5-2 4-8 3-9 3-7


16i


1-#440,000 6-5 7-2 5-6 5-9 5-2 4-8 4-4 3-7 3-6

60,000 7-9 8-9 6-9 7-0 6-3 5-8 5-3 4-4 4-3

1-#540,000 7-11 8-11 6-10 7-1 6-5 5-9 5-4 4-5 4-4

60,000 9-8 10-11 8-4 8-8 7-10 7-0 6-6 5-2 5-1

2-#41-#6

40,000 9-0 10-1 7-9 8-0 7-3 6-6 6-1 5-0 4-11

60,000 11-5 13-10 9-2 9-8 8-3 7-2 6-6 5-2 5-1


20i


1-#440,000 7-0 8-1 6-3 6-5 5-10 5-3 4-11 4-1 3-11

60,000 8-7 9-10 7-7 7-10 7-1 6-5 6-0 4-11 4-10

1-#540,000 8-9 10-1 7-9 8-0 7-3 6-6 6-1 5-1 4-11

60,000 10-8 12-3 9-6 9-10 8-10 8-0 7-5 6-2 6-0

2-#41-#6

40,000 9-10 11-4 8-9 9-1 8-2 7-4 6-10 5-8 5-7

60,000 12-0 13-10 10-8 11-0 9-11 9-0 8-4 6-8 6-6

2-#540,000 12-3 14-1 10-10 11-3 10-2 8-11 8-1 6-6 6-4

60,000 14-0 17-6 11-8 12-3 10-6 9-1 8-4 6-8 6-6


24j


1-#440,000 7-6 8-10 6-10 7-1 6-5 5-9 5-5 4-6 4-4

60,000 9-2 10-9 8-4 8-8 7-10 7-1 6-7 5-6 5-4

1-#540,000 9-5 11-0 8-6 8-10 8-0 7-2 6-8 5-7 5-5

60,000 11-5 13-5 10-5 10-9 9-9 8-9 8-2 6-10 6-8

2-#41-#6

40,000 10-7 12-5 9-8 10-0 9-0 8-1 7-7 6-3 6-2

60,000 12-11 15-2 11-9 12-2 11-0 9-11 9-3 7-8 7-6

2-#540,000 13-2 15-6 12-0 12-5 11-2 9-11 9-2 7-5 7-3

60,000 16-3 21-0 14-1 14-10 12-9 11-1 10-1 8-1 7-11

2-#6 40,000 14-4 18-5 12-6 13-2 11-5 9-11 9-2 7-5 7-3


(continued)




WALL CONSTRUCTION

TABLE R611.8(7)—continuedMAXIMUM ALLOWABLE CLEAR SPANS FOR 8-INCH THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o

MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR CLEAR SPAN 32 FEETFor SI: 1 inch = 25.4 mm; 1 pound per square foot = 0.0479 kPa; 1 foot = 304.8 mm; Grade 40 = 280 MPa; Grade 60 = 420 MPa.a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3

inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch nominal waffle-grid forms and not less than 7 inches in width for 8-inch nom-inal waffle-grid forms. See Figure R611.8(3). Flat form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R611.8(2) through R611.8(5).

b. See Table R611.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores.c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi (17.2 MPa). See Notes l and n. Table values are based on uniform

loading. See Section R611.8.2 for lintels supporting concentrated loads.d. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less.e. Linear interpolation is permitted between ground snow loads.f. DR indicates design required. STL – stirrups required throughout lintel.g. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length

of the lintel.h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement.i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-walls forms [see Tables R611.8(2) through R611.8(5)], or, if necessary, form material

shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be deter-mined from Tables R611.8(2) through R611.8(5).

j. Where stirrups are required for 24-inch (610 mm) deep lintels, the spacing shall not exceed 12 inches on center.k. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall not be less than


l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shallbe equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of thelintel without stirrups that has been increased.

m.Center distance, A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths.n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10.o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R611.7.2.1. Lintel spans in the table greater than 18 feet are





WALL CONSTRUCTION

TABLE R611.8(8)MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH THICK SCREEN-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, p


LINTEL DEPTH,Dg

(inches)



OF LINTEL


(psi)


1 2 3 4 5


30 70 30 70 30 70 30 70


12i,j Span without stirrups 2-9 2-11 2-4 2-5 2-3 2-3 2-2 2-0 2-0



24k

Span without stirrupsl, m 5-8 6-3 5-2 5-3 5-0 4-10 4-8 4-4 4-4

1-#440,000 7-11 9-0 6-11 7-2 6-5 6-1 5-8 4-9 4-7

60,000 9-9 11-0 8-5 8-9 7-10 7-5 6-10 5-9 5-7

1-#540,000 9-11 11-2 8-7 8-11 8-0 7-7 7-0 5-11 5-9

60,000 12-1 13-8 10-6 10-10 9-9 9-3 8-6 7-2 7-0

2-#41-#6

40,000 11-2 12-8 9-9 10-1 9-1 8-7 7-11 6-8 6-6

60,000 15-7 17-7 12-8 13-4 11-6 10-8 9-8 7-11 7-8

2-#540,000 14-11 18-0 12-2 12-10 11-1 10-3 9-4 7-8 7-5


Center distance An, o 2-0 2-6 1-6 1-7 1-4 1-2 1-0 STL STL

For SI: 1 inch = 25.4 mm; 1 pound per square foot = 0.0479 kPa; 1 foot = 304.8 mm; Grade 40 = 280 MPa; Grade 60 = 420 MPa.a. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5

inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R611.8(4). Flat form lintels shall be permitted in lieu of screen-grid lin-tels. See Tables R611.8(2) through R611.8(5).

b. See Table R611.3 for tolerances permitted from nominal thickness and minimum dimensions and spacings of cores.c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes m and o. Table values are based on uniform loading. See

Section R611.7.2.1 for lintels supporting concentrated loads.d. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less.e. Linear interpolation is permitted between ground snow loads.f. DR indicates design required. STL indicates stirrups required throughout lintel.g. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length

of the lintel.h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement.i. Stirrups are not required for lintels less than 24 inches in depth fabricated from screen-grid forms. Top and bottom reinforcement shall consist of a No. 4 bar having

a yield strength of 40,000 psi or 60,000 psi.j. Lintels between 12 and 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R611.8(2) through R611.8(5)], or form material shall be

removed from screen-grid forms to provide a concrete section comparable to that required for a flat wall. Allowable spans for flat lintels with stirrups shall bedetermined from Tables R611.8(2) through R6111.8(5).

k. Where stirrups are required for 24-inch deep lintels, the spacing shall not exceed 12 inches on center.l. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall not be less than

the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than12 inches.

m.Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcementshall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than thatof the lintel without stirrups that has been increased.

n. Center distance, A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths.o. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10.p. The maximum clear opening width between two solid wall segments shall be 18 feet (5486 mm). See Section R611.7.2.1. Lintel spans in the table greater than 18

feet are shown for interpolation and information only.




WALL CONSTRUCTION

TABLE R611.8(9)MAXIMUM ALLOWABLE CLEAR SPANS FOR FLAT LINTELS WITHOUT STIRRUPS IN NONLOAD-BEARING WALLSa, b, c, d, e, g, h

LINTEL DEPTH,Df

(inches)


SIZE

STEEL YIELDSTRENGTH, fy

(psi)

NOMINAL WALL THICKNESS (inches)

4 6 8 10

Lintel Supporting

ConcreteWall

Light-framedGable

ConcreteWall

Light-framedGable

ConcreteWall

Light-framedGable

ConcreteWall

Light-framedGable

Maximum Clear Span of Lintel (feet - inches)

8

1-#440,000 10-11 11-5 9-7 11-2 7-10 9-5 7-3 9-2

60,000 12-5 11-7 10-11 13-5 9-11 13-2 9-3 12-10

1-#540,000 12-7 11-7 11-1 13-8 10-1 13-5 9-4 13-1

60,000 DR DR 12-7 16-4 11-6 14-7 10-9 14-6

2-#41-#6

40,000 DR DR 12-0 15-3 10-11 15-0 10-2 14-8

60,000 DR DR DR DR 12-2 15-3 11-7 15-3

2-#540,000 DR DR DR DR 12-7 16-7 11-9 16-7

60,000 DR DR DR DR DR DR 13-3 16-7

2-#640,000 DR DR DR DR DR DR 13-2 17-8

60,000 DR DR DR DR DR DR DR DR

12

1-#440,000 11-5 9-10 10-6 12-0 9-6 11-6 8-9 11-1

60,000 11-5 9-10 11-8 13-3 10-11 14-0 10-1 13-6

1-#540,000 11-5 9-10 11-8 13-3 11-1 14-4 10-3 13-9

60,000 11-5 9-10 11-8 13-3 11-10 16-0 11-9 16-9

2-#41-#6

40,000 DR DR 11-8 13-3 11-10 16-0 11-2 15-6

60,000 DR DR 11-8 13-3 11-10 16-0 11-11 18-4

2-#540,000 DR DR 11-8 13-3 11-10 16-0 11-11 18-4

60,000 DR DR 11-8 13-3 11-10 16-0 11-11 18-4

16

1-#440,000 13-6 13-0 11-10 13-8 10-7 12-11 9-11 12-4

60,000 13-6 13-0 13-8 16-7 12-4 15-9 11-5 15-0

1-#540,000 13-6 13-0 13-10 17-0 12-6 16-1 11-7 15-4

60,000 13-6 13-0 13-10 17-1 14-0 19-7 13-4 18-8

2-#41-#6

40,000 13-6 13-0 13-10 17-1 13-8 18-2 12-8 17-4

60,000 13-6 13-0 13-10 17-1 14-0 20-3 14-1 —

2-#540,000 13-6 13-0 13-10 17-1 14-0 20-3 14-1 —

60,000 DR DR 13-10 17-1 14-0 20-3 14-1 —

20

1-#440,000 14-11 15-10 13-0 14-10 11-9 13-11 10-10 13-2

60,000 15-3 15-10 14-11 18-1 13-6 17-0 12-6 16-2

1-#540,000 15-3 15-10 15-2 18-6 13-9 17-5 12-8 16-6

60,000 15-3 15-10 15-8 20-5 15-9 — 14-7 20-1

2-#41-#6

40,000 15-3 15-10 15-8 20-5 14-11 — 13-10 —

60,000 15-3 15-10 15-8 20-5 15-10 — 15-11 —

2-#540,000 15-3 15-10 15-8 20-5 15-10 — 15-11 —

60,000 15-3 15-10 15-8 20-5 15-10 — 15-11 —

24

1-#440,000 16-1 17-1 13-11 15-10 12-7 14-9 11-8 13-10

60,000 16-11 18-5 16-1 19-3 14-6 18-0 13-5 17-0

1-#540,000 16-11 18-5 16-3 19-8 14-9 18-5 13-8 17-4

60,000 16-11 18-5 17-4 — 17-0 — 15-8 —

2-#41-#6

40,000 16-11 18-5 17-4 — 16-1 — 14-10 —

60,000 16-11 18-5 17-4 — 17-6 — 17-1 —

2-#540,000 16-11 18-5 17-4 — 17-6 — 17-4 —

60,000 16-11 18-5 17-4 — 17-6 — 17-8 —

(continued)




WALL CONSTRUCTION

TABLE R611.8(10)MAXIMUM ALLOWABLE CLEAR SPANS FOR WAFFLE-GRID AND SCREEN GRID LINTELS

WITHOUT STIRRUPS IN NONLOAD-BEARING WALLSc, d, e, f, g

LINTEL DEPTHh, D(inches)

FORM TYPE AND NOMINAL WALL THICKNESS (inches)

6-inch Waffle-grida 8-inch Waffle-grida 6-inch Screen-gridb

Lintel supporting

Concrete Wall Light-framed Gable Concrete Wall Light-framed Gable Concrete Wall Light-framed Gable

Maximum Clear Span of Lintel (feet - inches)

8 10-3 8-8 8-8 8-3 — —

12 9-2 7-6 7-10 7-1 8-8 6-9

16 10-11 10-0 9-4 9-3 — —

20 12-5 12-2 10-7 11-2 — —

24 13-9 14-2 11-10 12-11 13-0 12-9

For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; Grade 40 = 280 MPa; Grade 60 = 420 MPaa. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3

inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch waffle-grid forms and not less than 7 inches in width for 8-inch waffle-gridforms. See Figure R611.8(3). Flat form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R611.8(2) through R611.8(5).

b. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R611.8(4). Flat form lintels shall be permitted in lieu of screen-grid lin-tels. See Tables R611.8(2) through R611.8(5).

c. See Table R611.3 for tolerances permitted from nominal thickness and minimum dimensions and spacing of cores.d. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note g.e. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less.f. Top and bottom reinforcement shall consist of a No. 4 bar having a minimum yield strength of 40,000 psi.g. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in shaded cells shall be permitted to be multiplied by 1.05.h. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length

of the lintel.

TABLE R611.8(9)—continuedMAXIMUM ALLOWABLE CLEAR SPANS FOR FLAT LINTELS WITHOUT STIRRUPS IN NONLOAD-BEARING WALLSa, b, c, d, e, g, h

ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEETFor SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; Grade 40 = 280 MPa; Grade 60 = 420 MPa.a. See Table R611.3 for tolerances permitted from nominal thickness.b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note e.c. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less.d. Linear interpolation between lintels depths, D, is permitted provided the two cells being used to interpolate are shaded.e. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in cells that are shaded shall be permitted to be multiplied by 1.05.f. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of

the lintel.g. DR indicates design required.h. The maximum clear opening width between two solid wall segments shall be 18 feet (5486 mm). See Section R611.7.2.1. Lintel spans in the table greater than 18

feet are shown for interpolation and information purposes only.



R611.9 Requirements for connections–general. Concretewalls shall be connected to footings, floors, ceilings and roofsin accordance with this section.

R611.9.1 Connections between concrete walls andlight-framed floor, ceiling and roof systems. Connectionsbetween concrete walls and light-framed floor, ceiling androof systems using the prescriptive details of FiguresR611.9(1) through R611.9(12) shall comply with this sec-tion and Sections R611.9.2 and R611.9.3.

R611.9.1.1 Anchor bolts. Anchor bolts used to connectlight-framed floor, ceiling and roof systems to concretewalls in accordance with Figures R611.9(1) throughR611.9(12) shall have heads, or shall be rods withthreads on both ends with a hex or square nut on the endembedded in the concrete. Bolts and threaded rods shallcomply with Section R611.5.2.2. Anchor bolts with J- orL-hooks shall not be used where the connection details inthese figures are used.

R611.9.1.2 Removal of stay-in-place form material atbolts. Holes in stay-in-place forms for installing bolts forattaching face-mounted wood ledger boards to the wallshall be a minimum of 4 inches (102 mm) in diameter forforms not greater than 11/2 inches (38 mm) in thickness,and increased 1 inch (25 mm) in diameter for each1/2-inch (13 mm) increase in form thickness. Holes instay-in-place forms for installing bolts for attachingface-mounted cold-formed steel tracks to the wall shallbe a minimum of 4 inches (102 mm) square. The woodledger board or steel track shall be in direct contact withthe concrete at each bolt location.

Exception: A vapor retarder or other material lessthan or equal to 1/16-inch (1.6 mm) in thickness is per-mitted to be installed between the wood ledger orcold-formed track and the concrete.

R611.9.2 Connections between concrete walls andlight-framed floor systems. Connections between con-crete walls and light-framed floor systems shall be in accor-dance with one of the following:

1. For floor systems of wood frame construction, the pro-visions of Section R611.9.1 and the prescriptive detailsof Figures R611.9(1) through R611.9(4), where per-mitted by the tables accompanying those figures. Por-tions of connections of wood-framed floor systems notnoted in the figures shall be in accordance with SectionR502, or AF&PA/WFCM, if applicable.

2. For floor systems of cold-formed steel construction,the provisions of Section R611.9.1 and the prescrip-tive details of Figures R611.9(5) through R611.9(8),where permitted by the tables accompanying thosefigures. Portions of connections of cold-formed-steelframed floor systems not noted in the figures shall bein accordance with Section R505, or AISI S230, ifapplicable.

3. Proprietary connectors selected to resist loads andload combinations in accordance with Appendix A(ASD) or Appendix B (LRFD) of PCA 100.

4. An engineered design using loads and load combina-tions in accordance with Appendix A (ASD) orAppendix B (LRFD) of PCA 100.

5. An engineered design using loads and material designprovisions in accordance with this code, or in accor-dance with ASCE 7, ACI 318, and AF&PA/NDS forwood frame construction or AISI S100 forcold-formed steel frame construction.

R611.9.3 Connections between concrete walls andlight-framed ceiling and roof systems. Connectionsbetween concrete walls and light-framed ceiling and roofsystems shall be in accordance with one of the following:

1. For ceiling and roof systems of wood frame construc-tion, the provisions of Section R611.9.1 and the pre-scriptive details of Figures R611.9(9) and R611.9(10),where permitted by the tables accompanying those fig-ures. Portions of connections of wood-framed ceilingand roof systems not noted in the figures shall be inaccordance with Section R802, or AF&PA/WFCM, ifapplicable.

2. For ceiling and roof systems of cold-formed-steelconstruction, the provisions of Section R611.9.1 andthe prescriptive details of Figures R611.9(11) andR611.9(12), where permitted by the tables accompa-nying those figures. Portions of connections ofcold-formed-steel framed ceiling and roof systemsnot noted in the figures shall be in accordance withSection R804, or AISI S230, if applicable.

3. Proprietary connectors selected to resist loads andload combinations in accordance with Appendix A(ASD) or Appendix B (LRFD) of PCA 100.

4. An engineered design using loads and load combina-tions in accordance with Appendix A (ASD) orAppendix B (LRFD) of PCA 100.

5. An engineered design using loads and material designprovisions in accordance with this code, or in accor-dance with ASCE 7, ACI 318, and AF&PA/NDS forwood-frame construction or AISI S100 for cold-formed-steel frame construction.

R611.10 Floor, roof and ceiling diaphragms. Floors androofs in all buildings with exterior walls of concrete shall bedesigned and constructed as diaphragms. Where gable-endwalls occur, ceilings shall also be designed and constructed asdiaphragms. The design and construction of floors, roofs andceilings of wood framing or cold-formed-steel framing servingas diaphragms shall comply with the applicable requirementsof this code, or AF&PA/WFCM or AISI S230, if applicable.


WALL CONSTRUCTION




WALL CONSTRUCTION

10d COMMON NAILS AT 6 IN.ON CENTER FROM SHEATHINGTO JOIST WITH TENSIONTIES ATTACHED

EQUAL

EQUAL

PROVIDE WEB STIFFENER BOTH SIDESOF WEB AT I-JOIST, WHERE OCCURS

1/ IN. DIAMETER ANCHOR BOLT. SEE

TABLE R611.9(1) FOR SPACING. CENTERBOLT NOT MORE THAN 2 IN. FROMJOIST FACE AT TENSION TIES.

2

TENSION TIE. SEE TABLE R611.9(1) FORSPACING. PROVIDE STEEL PLATE WASHER4 × 4 × / IN. TO FACE OF JOIST WEB.

PROVIDE 4 IN. × 6 IN. × 4 IN. × 43 MIL MINIMUMBENT STEEL PLATE ANGLE UNDER PLATEWASHER WITH 6-10 × 1 / IN. COMMON NAILS

TO JOIST. TENSION TIE ASD CAPACITY 875 LB

1

1

2

2

WOOD 2 × 8 MINIMUM LEDGER TYPICAL,3 × 8 WHERE REQUIRED BY TABLE R611.9(1)

SHEATHINGBOUNDARY NAILINGSEE TABLE R602.3(1)

MINIMUMEMBEDMENT “E”

SEE TABLE BELOW

3/ IN. MINIMUM

CLEAR4

10

IN.M

INIM

UM

HE

IGH

TW

ITH

WE

BM

AT

ER

IAL

RE

MO

VE

D

A

5IN

.5

IN.

SECTION

CUT WASHER

JOIST

TENSION TIE

4 IN. DIAMETER SOLID CONCRETE BEHINDAND ALIGNED WITH ANGLE

6 IN.

E(in) wall type

2 /in.

3

4 4 in. flat

4 /

in.

3

4

6 in. flat6 in. waffle-grid6 in. screen-grid

6 /

in.

3

48 in. flat10 in. flat8 in. waffle-grid

AN

CH

OR

BO

LT

SP

AC

ING

DETAIL A – PLAN VIEW

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.

FIGURE R611.9(1)WOOD FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PERPENDICULAR




WALL CONSTRUCTION

TABLE R611.9(1)WOOD FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c

ANCHOR BOLT SPACING(inches)

TENSION TIE SPACING(inches)

BASIC WIND SPEED (mph)

85B 90B 100B 110B 120B 130B

85C 90C 100C 110C

85D 90D 100D

12 12

12 24

12 36

12 48

16 16 A A

16 32

16 48

19.2 19.2 A A A A A

19.2 38.4 A A A

For SI: 1 inch = 25.4 mm; 1 mile per hour = 0.447 m/s.a. This table is for use with the detail in Figure R611.9(1). Use of this detail is permitted where a cell is not shaded and prohibited where shaded.b. Wall design per other provisions of Section R611 is required.c. Letter “A” indicates that a minimum nominal 3 × 8 ledger is required.




WALL CONSTRUCTION

TENSION TIE. SEE TABLE R611.9(2) FOR SPACING. 54 MIL × 2 IN × 6 FT - 0LENGTH MINIMUM GRADE 50 STRAP UNDER OR ON TOP OF FLOORSHEATHING. ATTACH STRAP TO FIRST TWO BLOCK WITH 12-10d COMMONNAILS. 10d COMMON NAILS AT 6 IN. ON CENTER FOR BALANCE OF STRAP.

2× FULL DEPTH BLOCKING, TWO BAYS,MINIMUM AT EACH TENSION TIE. PROVIDE 43MIL MINIMUM CLIP ANGLE EACH END WITH NOTLESS THAN 4-10d COMMON NAILS EACH LEG.

EQUAL

EQUAL

JOIST RUNNINGPARALLEL TO WALLOR I-JOIST WITHWEB STIFFNERS

E

(in.)wall type

2 /in.

3

4 4 in. flat

4 /

in.

3

4 6 in. flat6 in. waffle-grid6 in. screen-grid

6 /

in.

3

4 8 in. flat10 in. flat8 in. waffle-grid

54 MIL × 2 IN. GRADE 50 STRAP, WITH5-10d COMMON NAILS EACH END

1/ IN. DIAMETER ANCHOR BOLT. SEE TABLE

R611.9(2) FOR SPACING. CENTER BOLTNOT MORE THAN 2 IN. FROM BLOCKINGFACE AT TENSION TIES.

2

TENSION TIE. SEE TABLE R611.9(2) FORSPACING. PROVIDE STEEL PLATE WASHER4 × 4 × / IN. TO FACE OF BLOCKING WEB.

PROVIDE 4 IN. × 6 IN. × 4 IN. × 43 MILMINIMUM BENT STEEL PLATE ANGLE UNDERPLATE WASHER WITH 6-10d × 1 / COMMON

NAILS TO BLOCKING. TENSION TIE ASDCAPACITY 875 LB.

1

1

2

2

FLAT ORFULL DEPTHBLOCKINGAT STRAP

JOISTS

BLOCKINGTYP.

4 IN. DIAMETER SOLID CONCRETE BEHINDAND ALIGNED WITH ANGLE

6 IN.

CUTWASHER

AN

CH

OR

BO

LT

SP

AC

ING


SEE TABLE BELOW

3/ IN. MINIMUM

CLEAR4

10

IN.M

INIM

UM

HE

IGH

TW

ITH

WE

BM

AT

ER

IAL

RE

MO

VE

D

B

5IN

.5

IN.

WOOD 2 × 8MINIMUM LEDGER

SHEATHING BOUNDARYNAILING. SEE TABLER602.3(1)

DETAIL B – PLAN VIEW

SECTION

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound-force = 4.448 N.

FIGURE R611.9(2)WOOD FRAMED FLOOR TO SIDE OF CONCRETE WALL FRAMING PARALLEL




WALL CONSTRUCTION

TABLE R611.9(2)WOOD FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PARALLELa, b



BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY

85b 90B 100B 110B 120B 130B

85C 90C 100C 110C

85D 90D 100D

12 12

12 24

12 36

12 48

16 16

16 32

16 48

19.2 19.2

19.2 38.4

24 24

24 48

For SI: 1 inch = 25.4 mm; 1 mph = 0.447 m/s.a. This table is for use with the detail in Figure R611.9(2). Use of this detail is permitted where a cell is not shaded and prohibited where shaded.b. Wall design per other provisions of Section R611 is required.




WALL CONSTRUCTION

A

43 MIL CONTINUOUS PLATE WITHNAILING TO MATCH BOUNDARYNAILING. SEE TABLE R602.3(1)

8 IN. MINIMUMWITH WEBMATERIALREMOVED

3IN

.7

IN.

MIN

.3

IN.

4 IN.ANCHOR BOLT WITH/ × 3 × 3 STEEL

PLATE WASHER

1

4

EQUAL

SECTION


SHEATHING BOUNDARY NAILINGSEE TABLE R602.3(1)

10d COMMON NAILS AT 6 IN. CENTERFROM SHEATHING TO JOISTS WITHTENSION TIES ATTACHED.

TENSION TIE – SEETABLE R611.9(3)FOR SPACING

JOIST (I-JOIST NOT PERMITTED)

WOOD 2 × 6 MINIMUM SILL PLATETYPICAL, 3 × 6 WHERE REQUIREDBY TABLE R611.9(3)

1 5/ IN. ANCHOR BOLT TYPICAL, / IN.

WHERE REQUIRED. SEE TABLER611.9(3) FOR SIZE AND SPACING.

2 8

JOIST TYP.

TENSION TIE 4 IN. × 3 IN. × 3 IN. × 43 MIL.MINIMUM CLIP ANGLE EACH FACEJOIST WITH 6-10d x 1 / IN. COMMON

NAILS ON VERTICAL AND HORIZONTAL LEGS

1

2

TENSION TIE ASD CAPACITY 760 LBFOR BOTH ANGLES (380 LB PER ANGLE)


FIGURE R611.9(3)WOOD FRAMED FLOOR TO TOP OF CONCRETE WALL FRAMING PERPENDICULAR




WALL CONSTRUCTION

TABLE R611.9(3)WOOD FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d, e




85B 90B 100B 110B 120B 130B

85C 90C 100C 110C

85D 90D 100D

12 12

12 24

12 36

12 48

16 16 6A

6B

16 32 6A

6B

16 48

19.2 19.2 6A

6A

6B

19.2 38.4 6A

6A

24 246A

6B

6A

24 48 6A

For SI: 1 inch = 25.4 mm; 1 mile per hour = 0.447 m/s.a. This table is for use with the detail in Figure R611.9(3). Use of this detail is permitted where cell is not shaded, prohibited where shaded.b. Wall design per other provisions in Section R611 is required.c. For wind design, minimum 4-inch nominal wall is permitted in unshaded cells with no number.d. Number 6 indicates minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this

nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R611.9(3). For the remainder of the wall, see Note b.e. Letter “A” indicates that a minimum nominal 3 × 6 sill plate is required. Letter “B” indicates that a 5/8 inch (16 mm) diameter anchor bolt and a minimal nominal

3 × 6 sill plate are required.




WALL CONSTRUCTION

SHEATHING BOUNDARY NAILING. SEE TABLE R602.3(1)

TENSION TIE. 54 MIL × 2 IN. × 6 FT - 0 LENGTH MINIMUM GRADE50 STRAP CONTINUOUS UNDER OR ON TOP OF FLOOR SHEATHING.ATTACH STRAP TO FIRST TWO BLOCKS WITH 12-10d COMMON NAILS.10d COMMON NAILS AT 6 IN. ON CENTER FOR BALANCE OF STRAP.

2× FULL DEPTH BLOCKING, TWO BAYS MINIMUM AT EACH TENSION TIE.PROVIDE 43 MIL MINIMUM CLIP ANGLE EACH END WITH NOT LESS THAN4-10d COMMON NAILS EACH LEG.

JOIST RUNNINGPARALLEL TO WALL

54 MIL × 2 IN. GRADE 50 STRAP, WITH5-10d COMMON NAILS EACH END

TENSION TIE – SEETABLE R611.9(4) FOR SPACING

WOOD 2 × 6 MINIMUM SILL PLATE TYPICAL.3 × 6 WHERE REQUIRED BY TABLE R611.9(4)

JOIST JOIST

BLOCKINGTYP.


TENSION TIE. 4 IN. × 3 IN. × 3 IN. × 43 MIL MINIMUM CLIP ANGLEBOTH SIDES OF BLOCKING WITH 6-10d × 1 / IN. COMMON NAILS

ON HORIZONTAL AND VERTICAL LEG. TENSION TIE ASD CAPACITY760 LB FOR BOTH ANGLES, 380 LB PER ANGLE

1

2

ANCHOR BOLT WITH / × 3 × 3

STEEL PLATE WASHER

1

4

1 5/ IN. ANCHOR BOLT TYPICAL, / IN. WHERE REQUIRED.

SEE TABLE R611.9(4) FOR SIZE AND SPACING.2 8

EQUAL

3IN

.

4 IN.


7IN

.

MIN

3IN

.

B

43 MILCONTINUOUSPLATE WITHNAILING TOMATCHBOUNDARYNAILING. SEETABLE R602.3(1)


SECTION


FIGURE R611.9(4)WOOD FRAMED FLOOR TO TOP OF CONCRETE WALL FRAMING PARALLEL




WALL CONSTRUCTION

TABLE R611.9(4)WOOD FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PARALLELa, b, c, d, e




85B 90B 100B 110B 120B 130B

85C 90C 100C 110C

85D 90D 100D

12

12 24

12 36

12 48

16 16 6A

6B

16 32 6A

6B

16 48

19.2 19.2 6A

6A

6B

19.2 38.4 6A

6A

24 246A

6B

6B

24 48 6A

For SI: 1 inch = 25.4 mm; 1 mile per hour = 0.447 m/s.a. This table is for use with the detail in Figure R611.9(4). Use of this detail is permitted where a cell is not shaded, prohibited where shaded.b. Wall design per other provisions of Section R611 is required.c. For wind design, minimum 4-inch nominal wall is permitted in unshaded cells with no number.d. Number 6 indicates minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this

nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R611.9(4). For the remainder of the wall, see Note b.e. Letter “A” indicates that a minimum nominal 3 × 6 sill plate is required. Letter “B” indicates that a 5/8 inch diameter anchor bolt and a minimal nominal 3 × 6 sill

plate are required.




WALL CONSTRUCTION

4 IN. × 4 IN. SOLID CONCRETEBEHIND AND ALIGNED WITH ANGLE

TENSION TIE

JOIST

E

(in.)wall type

2 /

in.

3

4

4 /

in.

3

4

6 /

in.

3

4

4 in. flat

6 in. flat

6 in. waffle-grid

6 in. screen-grid

8 in. flat

10 in. flat

8 in. waffle-grid

AN

CH

OR

BO

LT

SP

AC

ING

CUTWASHER

TENSION TIE. SEE TABLE R611.9(5) FOR SPACING.

PROVIDE STEEL PLATE WASHER 4 × 4 × / IN. TO

FACE OF JOIST WEB. PROVIDE 4 IN. × 4 IN. × 4 IN. × 43 MIL

MINIMUM BENT STEEL PLATE ANGLE UNDER PLATE

WASHER WITH 8 NO. 8 SCREWS TO JOIST WEB

TENSION TIE ASD CAPACITY 2010 LB

1

2

1/ IN. DIAMETER ANCHOR BOLT TYPICAL.

SEE TABLE R611.9(5) FOR SPACING. CENTERBOLT NOT MORE THAN 2 IN. FORM JOIST WEBAT TENSION TIES.

2

NO. 8 SCREWS AT 6 IN. ON CENTERFROM SHEATHING TO JOIST WITHTENSION TIES ATTACHED.

1 NO. 8 SCREWTOP AND BOTTOMFLANGE

54 MIL GRADE 50 TRACK FOR ANCHOR BOLTS AT19.2 IN. AND 24 IN. O.C. 43 MIL GRADE 50 OR 54GRADE 33 FOR ANCHOR BOLTS AT 12 IN., OR 16 IN. O.C.

SHEATHING BOUNDARY FASTENING.SEE TABLE R505.3.1(2)

A

5IN

.5

IN.

3/ IN. MINIMUM

CLEAR4


SEE TABLE BELOW


SECTION

10

INC

HM

INIM

UM

HE

IGH

TW

ITH

WE

BM

AT

ER

IAL

RE

MO

VE

D


FIGURE R611.9(5)COLD-FORMED STEEL FLOOR TO SIDE OF CONCRETE WALL, FRAMING PERPENDICULAR




WALL CONSTRUCTION

TABLE R611.9(5)COLD-FORMED STEEL FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d




85B 90B 100B 110B 120B 130B

85C 90C 100C 110C

85D 90D 100D

12 12

12 24

12 36 6

12 48 6 6

16 16

16 32

16 48 6 6

19.2 19.2

19.2 38.4 6

24 24

24 48 6 6

For SI: 1 inch = 25.4 mm; 1 mile per hour = 0.4470 m/s.a. This table is for use with the detail in Figure R611.9(5). Use of this detail is permitted where a cell is not shaded.b. Wall design per other provisions of Section R611 is required.c. For wind design, minimum 4-inch nominal wall is permitted in unshaded cells with no number.d. Number 6 indicates minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this

nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R611.9(5). For the remainder of the wall, see Note b.




WALL CONSTRUCTION

43 MIL MINIMUM TRACK. ONE NO.8 SCREW FROM TRACK TO BLOCKING,

TOP AND BOTTOM FLANGE

SHEATHING BOUNDARY FASTENING.SEE TABLE R505.3.1(2)

TENSION TIE. 64 MIL X 2 IN. X 6 FT 0 LENGTH MINIMUM GRADE50 STRAP UNDER OR ON TOP OF FLOOR SHETHING. ATTACHSTRAP TO FIRST TWO BLOCKS WITH 12 NO. 8 SCREWS. NO 8SCREWS AT 6 IN. ON CENTER FOR BALANCE OF STRAP

43 MIL MINIMUM FULL DEPTH BLOCKING, TWOBAYS MINIMUM AT EACH TENSION TIE. PROVIDE43 MIL MINIMUM CLIP ANGLE EACH END WITHNOT LESS THAN 4- NO. 8 SCREWS EACH LEG

B

10

IN.M

INIM

UM

HE

IGH

TW

ITH

WE

BM

AT

ER

IAL

RE

MO

VE

D

5IN

.5

IN.

3/ IN. MINIMUM

CLEAR4


SEE TABLE BELOW

54 MIL × 2 IN. GRADE 50 STRAP,WITH 4 NO. 8 SREWS EACH END

1/ IN. DIAMETER ANCHOR BOLT TYPICAL.

SEE TABLE R611.9(6) FOR SPACING.CENTER BOLT NOT MORE THAN 2 IN.FROM BLOCKING WEB.

2


TENSION TIE. SEE TABLE R611.9(6)FOR SPACING. PROVIDE STEEL PLATEWASHER 4 × 4 × / IN. TO FACE OF

BLOCKING WEB. PROVIDE 4 IN. ×4 IN. × 4 IN. × 43 MIL MINIMUM BENTSTEEL PLATE ANGLE UNDER PLATEWASHER WITH 8 NO. 8 SCREWS TOBLOCKING WEB. TENSION TIEASD CAPACITY 2010 LB

1

2

E

(in.)

wall type

2 /

in.

3

4

4 /

in.

3

4

6 /

in.

3

4

4 in. flat

6 in. flat

6 in. waffle-grid

6 in. screen-grid

8 in. flat

10 in. flat

8 in. waffle-grid

CUTWASHER

BLOCKINGTYP.

AN

CH

OR

BO

LT

SP

AC

ING

4 IN. × 4 IN. SOLID CONCRETE BEHINDAND ALIGNED WITH ANGLE

JOISTSBLOCKING

TYP.

ALTERNATE ENDCONNECTION WITH

BENT BLOCKINGWEB WITH 4 NO. 8

SCREWS EACH END

FLAT OR FULLDEPTHBLOCKINGAT STRAP

SECTION



FIGURE R611.9(6)COLD-FORMED STEEL FLOOR TO SIDE OF CONCRETE WALL, FRAMING PARALLEL




WALL CONSTRUCTION

TABLE R611.9(6)COLD-FORMED STEEL FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PARALLELa, b, c, d




85B 90B 100B 110B 120B 130B

85C 90C 100C 110C

85D 90D 100D

12 12

12 24

12 36 6

12 48 6 6

16 16

16 32

16 48 6 6

19.2 19.2

19.2 38.4 6

24 24

24 48 6 6

For SI: 1 inch = 25.4 mm; 1 mile per hour = 0.447 m/s.a. This table is for use with the detail in Figure R611.9(6). Use of this detail is permitted where a cell is not shaded.b. Wall design per other provisions of Section R611 is required.c. For wind design, minimum 4-inch nominal wall is permitted in unshaded cells with no number.d. Number 6 indicates minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this

nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R611.9(6). For the remainder of the wall, see Note b.




WALL CONSTRUCTION

A

DIAPHRAGM BOUNDARYFASTENING. SEE TABLE R505.3.1(2)

JOISTNO. 8 SCREWS AT 6 IN.ON CENTER FROMSHEATHING TO JOISTSWITH TENSIONTIES ATTACHED

TENSION TIE – SEETABLE R611.9(7)FOR SPACING

STEEL BREAK SHAPE43 MIL MINIMUM

WOOD 2 × 6 MINIMUM SILLPLATE TYPICAL, 3 × 6 WHEREREQUIRED BY TABLE R611.9(7).

1

5

/ IN. DIAMETER ANCHOR BOLT

TYPICAL, / IN WHERE REQUIRED.

SEE TABLE R611.9(7) FORSIZE AND SPACING.

2

8

JOIST TYP. WITH 3-10d× 1 / IN. COMMON NAILS

1

2

TENSION TIE 4 IN. × 3 IN. × 3 IN. × 43MIL MINIMUM CLIP ANGLE WITH 6 NO.8 SCREWS ON VERTICAL LEG, 6-10d× 1 / IN. COMMON NAILS ON

HORIZONTAL LEG.

1

2

ANCHOR BOLT WITH / X 3 X 3

STEEL PLATE WASHER

1

4

3IN

.7

IN.

MIN

.

NO. 8 SCREW HORIZONTALAND 10d × 1 / IN. COMMON

NAIL VERTICAL, SPACING TOMATCH DIAPHRAGM

BOUNDARY FASTENING.SEE TABLES R505.3.1(2)

AND R602.3(1)

1

2


3IN

.

EQUAL


SECTION

TENSION TIE ASD CAPACITY700 LB


FIGURE R611.9(7)COLD-FORMED STEEL FLOOR TO TOP OF CONCRETE WALL FRAMING PERPENDICULAR




WALL CONSTRUCTION

TABLE R611.9(7)COLD-FORMED STEEL FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d, e




85B 90B 100B 110B 120B 130B

858C 90C 100C 110C

85D 90D 100D

12 12

12 24

16 16 6A

6B

16 32 6A

6B

19.2 19.2 6A

8B

8B

19.2 38.4 6A

8B

8B

24 24 6A

8B

8B

For SI: 1 inch = 25.4 mm; 1 mph = 0.447 m/s.a. This table is for use with the detail in Figure R611.9(7). Use of this detail is permitted where a cell is not shaded, prohibited where shaded.b. Wall design per other provisions of Section R611 is required.c. For wind design, minimum 4-inch nominal wall is permitted in unshaded cells with no number.d. Numbers 6 and 8 indicate minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum,

this nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R611.9(7). For the remainder of the wall, see Note b.e. Letter “A” indicates that a minimum nominal 3 × 6 sill plate is required. Letter “B” indicates that a 5/8 inch diameter anchor bolt and a minimum nominal 3 × 6 sill

plate are required.




WALL CONSTRUCTION

DIAPHRAGM BOUNDARY FASTENING. SEE TABLE R505.3.1(2)

TENSION TIE: 54 MIL × 2 × 6 FT LENGTH MINUMUM GRADE 50 STRAPUNDER OR ON TOP OF FLOOR SHEATHING. ATTACH STRAP TO FIRSTTWO BLOCKS WITH 12 NO. 8 SCREWS. NO. 8 SCREWS AT 6 IN. ONCENTER FOR BALANCE OF STRAP

43 MIL MINIMUM FULL DEPTH BLOCKING, TWOBAYS MINIMUM AT EACH TENSION TIE. PROVIDE43 MIL MINIMUM CLIP ANGLE EACH END WITHNOT LESS THAN 4 NO. 8 SCREWS EACH LEG


54 MIL GRADE 50 × 2 IN. STRAP,WITH 4 NO. 8 SCREWS EACH ENDTENSION TIE – SEE

TABLE R611.9(8)FOR SPACING

WOOD 2 × 6 MINIMUM SILL PLATE TYPICAL,3 × 6 WHERE REQUIRED BY TABLE R611.9(8)

1

5

/ IN. DIAMETER ANCHOR BOLT TYPICAL,

/ IN. WHERE REQUIRED. SEE TABLE

R611.9(8) F0OR SIZE AND SPACING

2

8

BLOCKING TYP. WITH 3 NO. 8 × 2 / WOOD

SCREWS TO SILL

1

2

JOIST

BLOCKINGTYP.

JOIST


ALTERNATE ENDCONNECTION WITH

BENT BLOCKING WEBAND 4 NO. 8 SCREWS

EACH END

TENSION TIE 4 IN. × 3 IN. × 3 IN. × 43 MIL MINIMUM CLIANGLE WITH 6 NO. 8 SCREWS ON VERTICAL LEG,4 10d × 1 / IN. COMMON NAILS ON HORIZONTAL

LEG. TENSION TIE ASD CAPACITY 750 LB

1

2


STEEL PLATE WASHER

1

4

EQUAL

4 IN.

3IN

.


NO. 8 SCREWHORIZONTAL AND 10d

× 1 / IN. COMMON

NAILS VERTICAL,SPACING TO MATCH

DIAPHRAGM BOUNDRYFASTENING. SEE

TABLES R505.3.1(2)AND R602.3(1)

1

2 TRACK

B

7IN

.M

IN.

3IN

.

SECTION



FIGURE R611.9(8)COLD-FORMED STEEL FLOOR TO TOP OF CONCRETE WALL, FRAMING PARALLEL




WALL CONSTRUCTION

TABLE R611.9(8)COLD-FORMED STEEL FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PARALLELa, b, c, d, e




85B 90B 100B 110B 120B 130B

85C 90C 100C 110C

85D 90D 100D

12 12

12 24

16 16 6A

6B

16 32 6A

6B

19.2 19.2 6A

8B

8B

19.2 38.4 6A

8B

8B

24 24 6A

8B

8B

For SI: 1 inch = 25.4 mm; 1 mph = 0.447 m/s.a. This table is for use with the detail in Figure R611.9(8). Use of this detail is permitted where a cell is not shaded, prohibited where shaded.b. Wall design per other provisions of Section R611 is required.c. For wind design, minimum 4-inch nominal wall is permitted in unshaded cells with no number.d. Numbers 6 and 8 indicate minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum,

this nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R611.9(8). For the remainder of the wall, see Note b.e. Letter “A” indicates that a minimum nominal 3 × 6 sill plate is required. Letter “B” indicates that a 5/8 inch diameter anchor bolt and a minimum nominal 3 × 6 sill

plate are required.




WALL CONSTRUCTION

NAILS JOIST TO RAFTER SHALLBE IN ACCORDANCE WITHIRC OR AF&PA WFCM10- 10d COMMON NAILS EACHTENSION TIE LOCATION

TENSION TIE. SEETABLE R611.9(9) FOR SPACING

10d COMMON NAILS AT 6 IN. ONCENTER FROM SHEATHING TOJOISTS WITH TENSION TIES ATTACHED.

CEILING DIAPHRAGM WHERE REQUIRED W/43 MIL.ANGLE. PROVIDE DIAPHRAGM BOUNDARY NAILINGTHROUGH SHEATHING TO BLOCK AND HORIZONTALTO SILL PLATE. SEE TABLE R602.3(1)


1

5


/ IN. WHERE REQUIRED

SEE TABLE R611.9(9)FOR SIZE AND SPACING.

2

8

CEILING JOIST ABOVE

TENSION TIE: 4 IN. × 3 IN. × 3 IN. × 43 MILMINIMUM CLIP ANGLE EACH FACE WITH6- 10d × 1 / IN. COMMON NAILS IN HORIZONTAL

AND VERTICAL LEG. TENSION TIE ASD CAPACITY760 LB BOTH ANGLES, 380 LB PER ANGLE

1

2

ANCHOR BOLT WITH / X 3 X 3

STEEL PLATE WASHER

1

4EQ. EQ.

4 IN.

3IN

.

RAFTERABOVE

WOOD SILL

8IN

.M

INW

ITH

WE

BM

AT

ER

IAL

RE

MO

VE

D

7IN

.M

IN.

A

43 MIL CONTINUOUSPLATE WITH NAILING TO

MATCH ROOF SHEATHINGBOUNDARY NAILING.SEE TABLE R602.3(1)

ROOF SHEATHINGBOUNDARY NAILING.SEE TABLE R602.3(1)

NAILING FROM SHEATHING TO RAFTERS WITH TENSIONTIES ATTACHED. SEE TABLE R602.3(1) FOR NAIL SPACING


SECTION


FIGURE R611.9(9)WOOD FRAMED ROOF TO TOP OF CONCRETE WALL, FRAMING PERPENDICULAR




WALL CONSTRUCTION

TABLE R611.9(9)WOOD FRAMED ROOF TO TOP OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d, e




85B 90B 100B 110B 120B 130B

85C 90C 100C 110C

85D 90D 100D

12 12

12 24

12 36

12 48

16 16 6

16 32 6

16 48

19.2 19.2 6 6A

19.2 38.4 6

24 24 6A

6A

6B

24 48

For SI: 1 inch = 25.4 mm; 1 mph = 0.447 m/s.a. This table is for use with the detail in Figure R611.9(9). Use of this detail is permitted where cell a is not shaded, prohibited where shaded.b. Wall design per other provisions of Section R611 is required.c. For wind design, minimum 4-inch nominal wall is permitted in unshaded cells with no number.d. Number 6 indicates minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this

nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R611.9(9). For the remainder of the wall, see Note b.e. Letter “A” indicates that a minimum nominal 3 × 6 sill plate is required. Letter “B” indicates that a 5/8 inch diameter anchor bolt and a minimum nominal 3 × 6 sill

plate are required.




WALL CONSTRUCTION

SHEATHING BOUNDARYNAILING. SEE

TABLE R602.3(1)BLOCKING AT GABLE ENDOUTLOOKER. 1 BAY MIN.

NAILING FROM SHEATHINGTO BLOCKING AND OUTLOOKER6 IN. ON CENTER.

2x FULL DEPTH BLOCKING, TWO BAYS MINIMUM AT EACHTENSION TIE. PROVIDE 43 MIL MINIMUM CLIP ANGLEEACH END WITH NOT LESS THAN 4- 10d COMMON NAILS EACH LOG


TENSION TIE. SEE TABLE R611.9(10) FOR SPACING. 54 MIL × 4 IN. × 6 FTLENGTH MINIMUM GRADE 50 STRAP UNDER OR ON TOP OF CEILINGSHEATHING. EXTEND STRAP ACROSS AND FASTEN TO WOOD SILLPLATE WITH MINIMUM 10- 10d × 1 / IN. COMMON NAILS. ATTACH STRAP

TO FIRST TWO BLOCKS WITH 10- 10d COMMON NAILS. 10d COMMONNAILS AT 6 IN. ON CENTER FOR BALANCE OF STRAP. TENSION TIE ASDCAPACITY 1340 LB

1

2

CEILING DIAPHRAGM SHEATHING

43 MIL CONTINUOUS ANGLE WITH 10d COMMON NAILS AT BOUNDARYNAIL SPACING THROUGH SHEATHING TO JOIST AND HORIZONTALTO SILL PLATE. SEE TABLE R602.3(1)

JOISTSTENSIONTIE STRAPUNDERBLOCKING

BLOCKING

ANCHOR BOLT WITH/ × 3 × 3 STEEL

PLATE WASHER. SEETABLE R611.9(10)

FOR SPACING

1

4

8IN

.M

INIM

UM

WIT

HW

EB

MA

TE

RIA

LR

EM

OV

ED

7IN

.M

IN.

WOOD 2 × 6MINIMUM SILL

PLATE TYPICAL, 3 × 6WHERE REQUIRED BY

TABLE R611.9(10)

B

SECTION


1 5/ IN. DIAMETER ANCHOR BOLT TYPICAL, / IN. WHERE REQUIRED.



FIGURE R611.9(10)WOOD FRAMED ROOF TO TOP OF CONCRETE WALL FRAMING PARALLEL




WALL CONSTRUCTION

TABLE R611.9(10)WOOD FRAMED ROOF TO TOP OF CONCRETE WALL, FRAMING PARALLELa, b, c, d, e




85B 90B 100B 110B 120B 130B

85C 90C 100C 110C

85D 90D 100D

12 12

12 24

12 36

12 48

16 16 6 6

16 32 6 6

16 48 6 6

19.2 19.2 6 6 6A

19.2 38.4 6 6 6A

24 24 6 6A

6A

6B

24 48 6 6A

6B

6B

For SI: 1 inch = 25.4 mm; I mph = 0.447 m/s.a. This table is for use with the detail in Figure R611.9(10). Use of this detail is permitted where a cell is not shaded.b. Wall design per other provisions of Section R611 is required.c. For wind design, minimum 4-inch nominal wall is permitted in cells with no number.d. Number 6 indicates minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this

nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R611.9(10). For the remainder of the wall, see Note b.e. Letter “A” indicates that a minimum nominal 3 × 6 sill plate is required. Letter “B” indicates that a 5/8 inch diameter anchor bolt and a minimum nominal 3 × 6 sill

plate are required.




WALL CONSTRUCTION

WHERE CEILING DIAPHRAGM IS NOT PROVIDED,DIAPHRAGM BOUNDARY FASTENING SHALL BE IN

ACCORDANCE WITH TABLE R804.3. WHERE CEILINGDIAPHRAGM IS PROVIDED, DIAPHRAGM FASTENING

SHALL BE IN ACCORDANCE WITH AISI S230

WHERE CEILING DIAPHRAGM IS PROVIDED,CONTINUOUS STRAP SHALL BE

IN ACCORDANCE WITH AISI S230

WHERE CEILING DIAPHRAGM NOTPROVIDED, 43 MIL MINIMUM BREAK SHAPE

EACH RAFTER BAY. WHERE CEILINGDIAPHRAGM IS PROVIDED BREAK SHAPE

SHALL BE IN ACCORDANCE WITH AISI S230

WHERE CEILING DIAPHRAGM IS NOTPROVIDED, 10d COMMON NAILS

HORIZONTAL, SPACING TO MATCHDIAPHRAGM BOUNDARY FASTENING

SHALL BE IN ACCORDANCE WITH TABLER602.3(1). WHERE CEILING DIAPHRAGM

IS PROVIDED, SEE AISI S230

8IN

.M

INW

ITH

WE

BM

AT

ER

IAL

RE

MO

VE

D

7IN

.M

IN.

A

WOOD SILL

RAFTERABOVE

3IN

.M

INIM

UM

4 IN.

EQ. EQ.


STEEL PLATE WASHER

1

4

TENSION TIE. 4 IN. × 3 IN. × 3 IN. ×43 MIL MINIMUM CLIP ANGLE WITH6 NO. 8 SCREWS VERTICAL LEG AND6- 10d × 1 / IN. COMMON NAILS IN

HORIZONTAL LEG TENSION TIEASD CAPACITY 700 LB

1

2

CEILING JOIST ABOVE WITH 3- 10d ×1 / IN. COMMON NAILS TO WOOD SILL

1

2

1

5


/ IN. WHERE REQUIRED. SEE TABLE

R611.9(11) FOR SIZE AND SPACING

2

8


CEILING DIAPHRAGM WHERE REQUIRED W/43MIL ANGLE, NO. 8 SCREWS TO STEEL, 10dNAILS TO WOOD SILL. SEE TABLE R804.3 FORDIAPHRAGM BOUNDARY FASTENER SPACING

NO. 8 SCREWS AT 6 IN. ON CENTERFROM SHEATHING TO JOISTS WITHTENSION TIES ATTACHED.

TENSION TIE. SEE TABLER611.9(11) FOR SPACING.

3 NO. 8 SCREWS MIN.8 NO. 8 SCREWS EACHTENSION TIE LOCATION WHERENO CEILING DIAPHRAGM ISPROVIDED. SEE SECTION R611.10

WHERE CEILING DIAPHRAGM IS NOT PROVIDED,NO. 8 SCREWS AT 6 IN. ON CENTER FROM SHEATHINGTO RAFTERS WITH TENSION TIES ATTACHED.WHERE CEILING DIAPHRAGM IS PROVIDED,SCREWS SHALL BE IN ACCORDANCE WITH AISI S23O.


SECTION


FIGURE R611.9(11)COLD-FORMED STEEL ROOF TO TOP OF CONCRETE WALL, FRAMING PERPENDICULAR




WALL CONSTRUCTION

TABLE R611.9(11)COLD-FORMED STEEL ROOF TO TOP OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d, e




85B 90B 100B 110B 120B 130B

85C 90C 100C 110C

85D 90D 100D

12 12

12 24

16 16 6 6

16 32 6 6

19.2 19.2 6 6 8B

19.2 38.4 6 6 8B

24 24 6 6 8B

For SI: 1 inch = 25.4 mm; 1 mile per hour = 0.447 m/s.a. This table is for use with the detail in Figure R611.9(11). Use of this detail is permitted where a cell is not shaded, prohibited where shaded.b. Wall design per other provisions of Section R611 is required.c. For wind design, minimum 4-inch nominal wall is permitted in unshaded cells with no number.d. Numbers 6 and 8 indicate minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum,

this nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R611.9(11). For the remainder of the wall, see Note b.e. Letter “B” indicates that a 5/8 inch diameter anchor bolt and a minimum nominal 3 × 6 sill plate are required.




WALL CONSTRUCTION

BLOCKING AT GABLE ENDBRACE. 2 BAYS MINIMUM.

PROVIDE SCREWS FROMSHEATHING TO BLOCKING6 IN. MAXIMUM ON CENTER

NO. 8 SCREWS, SPACINGTO MATCH DIAPHRAGMBOUNDARY. SEETABLE R804.3

43 MIL MINIMUM FULL DEPTH BLOCKING, TWO BAYS MINIMUMAT EACH TENSION TIE. PROVIDE 43 MIL MINIMUM CLIP ANGLEEACH END WITH NOT LESS THAN 4- NO. 8 SCREWS EACH LEG.SEE ALTERNATE BLOCKING CONNECTION BELOW


TENSION TIE. SEE TABLE R611.9(12) FOR SPACING. 54 MIL ×2 IN. × 6 FT LENGTH MINIMUM GRADE 50 STRAP UNDER ORON TOP OF CEILING SHEATHING. EXTEND STRAP UNDER ANDATTACH TO TRACK WITH MINIMUM 4 NO. 8 SCREWS. ATTACHSTRAP TO FIRST TWO BLOCKS WITH MINIMUM 12 NO. 8 SCREWS.NO. 8 SCREWS AT 6 IN. ON CENTER FOR BALANCE OF STRAP.TENSION TIE ASD CAPACITY 800 LB

1 5/ IN. MINIMUM ANCHOR BOLT TYPICAL, / IN. WHERE REQUIRED.


TENSION TIESTRAP UNDERBLOCKING

BLOCKING

JOISTS

ALTERNATE ENDCONNECTION WITHBENT BLOCKINGWEB AND 4-NO. 8 SCREWSEACH END

ANCHOR BOLT WITH/ × 4 × 4 STEEL PLATE

WASHER. SEE TABLER611.9(12) FOR SPACING

1

2

4 IN. × 3 IN. × 3 × 43 MILMINIMUM CLIP ANGLE

WITH 6 NO. 8 SCREWSVERTICAL LEG

43 MIL MINIMUM TRACK

8IN

.M

INIM

UM

WIT

HW

EB

MA

TE

RIA

LR

EM

OV

ED

7IN

.M

IN.

B

SECTION



FIGURE R611.9(12)COLD-FORMED STEEL ROOF TO TOP OF CONCRETE WALL, FRAMING PARALLEL




WALL CONSTRUCTION

TABLE R611.9(12)COLD-FORMED STEEL ROOF TO TOP OF CONCRETE WALL, FRAMING PARALLELa, b, c, d, e




85B 90B 100B 110B 120B 130B

85C 90C 100C 110C

85D 90D 100D

12 12

12 24

16 16

16 32

19.2 19.2 6 6

19.2 38.4 6 6

24 24 6 6 8B

8B

For SI: 1 inch = 25.4 mm; 1 mile per hour = 0.447 m/s.a. This table is for use with the detail in Figure R611.9(12). Use of this detail is permitted where a cell is not shaded.b. Wall design per other provisions of Section R611 is required.c. For wind design, minimum 4-inch nominal wall is permitted in cells with no number.d. Numbers 6 and 8 indicate minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum,

this nominal thickness shall occur in the portion of the wall indicated by the cross-hatching in Figure R611.9(12). For the remainder of the wall, see Note b.e. Letter“B” indicates that a 5/8 inch diameter anchor bolt is required.



SECTION R612EXTERIOR WINDOWS AND DOORS

R612.1 General. This section prescribes performance andconstruction requirements for exterior windows and slidingdoors installed in walls. Windows and sliding doors shall beinstalled in accordance with the fenestration manufacturer’swritten installation instructions. Window and door openingsshall be flashed in accordance with Section R703.8.

R612.2 Window sills. In dwelling units, where the opening ofan operable window is located more than 72 inches (1829 mm)above the finished grade or surface below, the lowest part of theclear opening of the window shall be a minimum of 24 inches(610 mm) above the finished floor of the room in which thewindow is located. Operable sections of windows shall not per-mit openings that allow passage of a 4 inch (102 mm) diametersphere where such openings are located within 24 inches (610mm) of the finished floor.

Exceptions:

1. Windows whose openings will not allow a 4-inch-diameter (102 mm) sphere to pass through the open-ing when the opening is in its largest opened position.

2. Openings that are provided with window fall preven-tion devices that comply with Section R612.3.

3. Openings that are provided with fall preventiondevices that comply with ASTM F 2090.

4. Windows that are provided with opening limitingdevices that comply with Section R612.4.

R612.3 Window fall prevention devices. Window fall pre-vention devices and window guards, where provided, shallcomply with the requirements of ASTM F 2090.

R612.4 Window opening limiting devices. When requiredelsewhere in this code, window opening limiting devices shallcomply with the provisions of this section.

R612.4.1 General requirements. Window opening limit-ing devices shall be self acting and shall be positioned toprohibit the free passage of a 4-in. (102-mm) diameter rigidsphere through the window opening when the windowopening limiting device is installed in accordance with themanufacturer’s instructions.

R612.4.2 Operation for emergency escape. Windowopening limiting devices shall be designed with releasemechanisms to allow for emergency escape through thewindow opening without the need for keys, tools or specialknowledge. Window opening limiting devices shall complywith all of the following:

1. Release of the window opening-limiting device shallrequire no more than 15 pounds (66 N) of force.

2. The window opening limiting device release mecha-nism shall operate properly in all types of weather.

3. Window opening limiting devices shall have theirrelease mechanisms clearly identified for proper usein an emergency.

4. The window opening limiting device shall not reducethe minimum net clear opening area of the window

unit below what is required by Section R310.1.1 ofthe code.

R612.5 Performance. Not adopted by the State of Oregon.

R612.6 Testing and labeling. Exterior windows and slidingdoors shall be tested by an approved independent laboratory, andbear a label identifying manufacturer, performance characteris-tics and approved inspection agency to indicate compliance withAAMA/WDMA/CSA 101/I.S.2/A440. Exterior side-hingeddoors shall comply with Section R612.8.

Exception: Decorative glazed openings.

R612.6.1 Comparative analysis. Structural wind loaddesign pressures for window and door units smaller than thesize tested in accordance with Section R612.6 shall be per-mitted to be higher than the design value of the tested unitprovided such higher pressures are determined by acceptedengineering analysis. All components of the small unit shallbe the same as those of the tested unit. Where such calcu-lated design pressures are used, they shall be validated by anadditional test of the window or door unit having the highestallowable design pressure.

R612.7 Vehicular access doors. Not adopted by the State ofOregon.

R612.8 Other exterior window and door assemblies. Exte-rior windows and door assemblies not included within thescope of Section R612.6 shall be tested in accordance withASTM E 330. Glass in assemblies covered by this exceptionshall comply with Section R308.5.

R612.9 Wind-borne debris protection. Not adopted by theState of Oregon.

R612.9.1 Fenestration testing and labeling. Fenestrationshall be tested by an approved independent laboratory,listed by an approved entity, and bear a label identifyingmanufacturer, performance characteristics, and approvedinspection agency to indicate compliance with the require-ments of the following specification:

1. ASTM E 1886 and ASTM E 1996; or

2. AAMA 506.


WALL CONSTRUCTION

FIGURE R612.8(1)THROUGH THE FRAME

> >

>




WALL CONSTRUCTION

APPLY FRAME CLIP TO WINDOW OR DOOR IN ACCORDANCEWITH PUBLISHED MANUFACTURER'S RECOMMENDATIONS.

FIGURE R612.8(2)FRAME CLIP

THROUGH THE FRAME ANCHORING METHOD. ANCHORS SHALLBE PROVIDED TO TRANSFER LOAD FROM THE WINDOW ORDOOR FRAME INTO THE ROUGH OPENING SUBSTRATE.

FIGURE R612.8(3)THROUGH THE FRAME

APPLY FRAME CLIP TO WINDOW OR DOOR FRAME IN ACCOR-DANCE WITH PUBLISHED MANUFACTURER'S RECOMMENDA-TIONS. ANCHORS SHALL BE PROVIDED TO TRANSFER LOADFROM THE FRAME CLIP INTO THE ROUGH OPENING SUB-STRATE.


APPLY ANCHORS THROUGH FLANGE IN ACCORDANCE WITHPUBLISHED MANUFACTURER'S RECOMMENDATIONS.

FIGURE R612.8(5)THROUGH THE FLANGE



R612.10 Anchorage methods. The methods cited in this sec-tion apply only to anchorage of window and glass door assem-blies to the main force-resisting system.

R612.10.1 Anchoring requirements. Window and glassdoor assemblies shall be anchored in accordance with thepublished manufacturer’s recommendations to achieve thedesign pressure specified. Substitute anchoring systemsused for substrates not specified by the fenestration manu-facturer shall provide equal or greater anchoring perfor-mance as demonstrated by accepted engineering practice.

R612.10.2 Anchorage details. Products shall be anchoredin accordance with the minimum requirements illustrated inFigures R612.8(1), R612.8(2), R612.8(3), R612.8(4),R612.8(5), R612.8(6), R612.8(7) and R612.8(8).

R612.10.2.1 Masonry, concrete or other structuralsubstrate. Where the wood shim or buck thickness isless than 11/2 inches (38 mm), window and glass doorassemblies shall be anchored through the jamb, or byjamb clip and anchors shall be embedded directly intothe masonry, concrete or other substantial substratematerial. Anchors shall adequately transfer load from thewindow or door frame into the rough opening substrate[see Figures R612.8(1) and R612.8(2).]

Where the wood shim or buck thickness is 11/2 inches(38 mm) or more, the buck is securely fastened to themasonry, concrete or other substantial substrate, and thebuck extends beyond the interior face of the window ordoor frame, window and glass door assemblies shall beanchored through the jamb, or by jamb clip, or throughthe flange to the secured wood buck. Anchors shall beembedded into the secured wood buck to adequatelytransfer load from the window or door frame assembly[Figures R612.8(3), R612.8(4) and R612.8(5)].

R612.10.2.2 Wood or other approved framing mate-rial. Where the framing material is wood or otherapproved framing material, window and glass doorassemblies shall be anchored through the frame, or byframe clip, or through the flange. Anchors shall be embed-ded into the frame construction to adequately transfer load[Figures R612.8(6), R612.8(7) and R612.8(8)].

R612.11 Mullions. Mullions shall be tested by an approved test-ing laboratory in accordance with AAMA 450, or be engineeredin accordance with accepted engineering practice. Mullionstested as stand-alone units or qualified by engineering shall useperformance criteria cited in Sections R612.11.1, R612.11.2 andR612.11.3. Mullions qualified by an actual test of an entireassembly shall comply with Sections R612.11.1 and R612.11.3.

R612.11.1 Load transfer. Mullions shall be designed totransfer the design pressure loads applied by the windowand door assemblies to the rough opening substrate.


WALL CONSTRUCTION






R612.11.2 Deflection. Mullions shall be capable of resist-ing the design pressure loads applied by the window anddoor assemblies to be supported without deflecting morethan L/175, where L is the span of the mullion in inches.

R612.11.3 Structural safety factor. Mullions shall be capa-ble of resisting a load of 1.5 times the design pressure loadsapplied by the window and door assemblies to be supportedwithout exceeding the appropriate material stress levels. Iftested by an approved laboratory, the 1.5 times the designpressure load shall be sustained for 10 seconds, and the per-manent deformation shall not exceed 0.4 percent of the mul-lion span after the 1.5 times design pressure load is removed.

SECTION R613STRUCTURAL INSULATED PANEL

WALL CONSTRUCTION

R613.1 General. Structural insulated panel (SIP) walls shallbe designed in accordance with the provisions of this section.When the provisions of this section are used to design struc-tural insulated panel walls, project drawings, typical detailsand specifications are not required to bear the seal of the archi-tect or engineer responsible for design, unless otherwiserequired by the state law of the jurisdiction having authority.

R613.2 Applicability limits. The provisions of this sectionshall control the construction of exterior structural insulatedpanel walls and interior load-bearing structural insulated panelwalls for buildings not greater than 60 feet (18 288 mm) inlength perpendicular to the joist or truss span, not greater than40 feet (12 192 mm) in width parallel to the joist or truss spanand not greater than two stories in height with each wall notgreater than 10 feet (3048 mm) high. All exterior wallsinstalled in accordance with the provisions of this section shallbe considered as load-bearing walls. Structural insulated panelwalls constructed in accordance with the provisions of this sec-tion shall be limited to sites subjected to a maximum designwind speed of 130 miles per hour (58 m/s), Exposure A, B or C,and a maximum ground snow load of 70 pounds per foot (3.35kPa), and Seismic Design Categories A, B, and C.

R613.3 Materials. SIPs shall comply with the following criteria:

R613.3.1 Core. The core material shall be composed of foamplastic insulation meeting one of the following requirements:

1. ASTM C 578 and have a minimum density of 0.90pounds per cubic feet (14.4 kg/m3); or

2. Polyurethane meeting the physical properties shownin Table R613.3.1, or;

3. An approved alternative.

All cores shall meet the requirements of Section R316.

R613.3.2 Facing. Facing materials for SIPs shall be woodstructural panels conforming to DOC PS 1 or DOC PS 2, eachhaving a minimum nominal thickness of 7/16 inch (11 mm)and shall meet the additional minimum properties specifiedin Table R613.3.2. Facing shall be identified by a grade markor certificate of inspection issued by an approved agency.

R613.3.3 Adhesive. Adhesives used to structurally lami-nate the foam plastic insulation core material to the struc-tural wood facers shall conform to ASTM D 2559 orapproved alternative specifically intended for use as anadhesive used in the lamination of structural insulated pan-els. Each container of adhesive shall bear a label with theadhesive manufacturer’s name, adhesive name and type andthe name of the quality assurance agency.

R613.3.4 Lumber. The minimum lumber framing materialused for SIPs prescribed in this document is NLGA gradedNo. 2 Spruce-pine-fir. Substitution of other wood spe-cies/grades that meet or exceed the mechanical properties andspecific gravity of No. 2 Spruce-pine-fir shall be permitted.

R613.3.5 SIP screws. Screws used for the erection of SIPsas specified in Section R613.5 shall be fabricated from steel,shall be provided by the SIPs manufacturer and shall besized to penetrate the wood member to which the assemblyis being attached by a minimum of 1 inch (25 mm). Thescrews shall be corrosion resistant and have a minimumshank diameter of 0.188 inch (4.7 mm) and a minimum headdiameter of 0.620 inch (15.5 mm).


WALL CONSTRUCTION

TABLE R613.3.1MINIMUM PROPERTIES FOR POLYURETHANE INSULATION USED AS SIPS CORE

PHYSICAL PROPERTY POLYURETHANE

Density, core nominal. (ASTM D 1622) 2.2 lb/ft3

Compressive resistance at yield or 10% deformation, whichever occurs first. (ASTM D 1621) 19 psi (perpendicular to rise)

Flexural strength, min. (ASTM C 203) 30 psi

Tensile strength, min. (ASTM D 1623) 35 psi

Shear strength, min. (ASTM C 273) 25 psi

Substrate adhesion, min. (ASTM D 1623) 22 psi

Water vapor permeance of 1.00-in. thickness, max. (ASTM E 96) 2.3 perm

Water absorption by total immersion, max. (ASTM C 272) 4.3% (volume)

Dimensional stability (change in dimensions), max.[ASTM D2126 (7 days at 158°F/100% humidity and 7 days at -20°F)] 2%

For SI: 1 pound per cubic foot = 16.02 kg/m3, 1 pound per square inch = 6.895 kPa, °C = [(°F) - 32]1.8.



R613.3.6 Nails. Nails specified in Section R613 shall becommon or galvanized box unless otherwise stated.

R613.4 SIP wall panels. SIPs shall comply with FigureR613.4 and shall have minimum panel thickness in accordancewith Tables R613.5(1) and R613.5(2) for above-grade walls.All SIPs shall be identified by grade mark or certificate ofinspection issued by an approved agency.

R613.4.1 Labeling. All panels shall be identified by grademark or certificate of inspection issued by an approvedagency. Each (SIP) shall bear a stamp or label with the fol-lowing minimum information:

1. Manufacturer name/logo.

2. Identification of the assembly.

3. Quality assurance agency.

R613.5 Wall construction. Exterior walls of SIP constructionshall be designed and constructed in accordance with the provi-sions of this section and Tables R613.5(1) and R613.5(2) andFigures R613.5(1) through R613.5(5). SIP walls shall be fas-tened to other wood building components in accordance withTables R602.3(1) through R602.3(4).

Framing shall be attached in accordance with TableR602.3(1) unless otherwise provided for in Section R613.

R613.5.1 Top plate connection. SIP walls shall be cappedwith a double top plate installed to provide overlapping atcorner, intersections and splines in accordance with FigureR613.5.1. The double top plates shall be made up of a single2 by top plate having a width equal to the width of the panelcore, and shall be recessed into the SIP below. Over this topplate a cap plate shall be placed. The cap plate width shallmatch the SIP thickness and overlap the facers on both sidesof the panel. End joints in top plates shall be offset at least 24inches (610 mm).

R613.5.2 Bottom (sole) plate connection. SIP walls shallhave full bearing on a sole plate having a width equal to thenominal width of the foam core. When SIP walls are sup-ported directly on continuous foundations, the wall woodsill plate shall be anchored to the foundation in accordancewith Figure R613.5.2 and Section R403.1.

R613.5.3 Wall bracing. SIP walls shall be braced in accor-dance with Section R602.10. SIP walls shall be consideredcontinuous wood structural panel sheathing for purposes ofcomputing required bracing. SIP walls shall meet therequirements of Section R602.10.4 except that SIPs corners

shall be fabricated as shown in Figure R613.9. When SIPwalls are used for wall bracing, the SIP bottom plate shall beattached to wood framing below in accordance with TableR602.3(1).

R613.6 Interior load-bearing walls. Interior load-bearingwalls shall be constructed as specified for exterior walls.

R613.7 Drilling and notching. The maximum vertical chasepenetration in SIPs shall have a maximum side dimension of 2inches (51 mm) centered in the panel core. Vertical chasesshall have a minimum spacing of 24-inches (610 mm) on cen-ter. Maximum of two horizontal chases shall be permitted ineach wall panel, one at 14 inches (360 mm) from the bottom ofthe panel and one at mid-height of the wall panel. The maxi-mum allowable penetration size in a wall panel shall be circu-lar or rectangular with a maximum dimension of 12 inches(305 mm). Overcutting of holes in facing panels shall not bepermitted.

R613.8 Connection. SIPs shall be connected at verticalin-plane joints in accordance with Figure R613.8 or by otherapproved methods.


WALL CONSTRUCTION

FACING

ADHESIVE

COREFACING

ADHESIVE

FIGURE R613.4SIP WALL PANEL

TABLE R613.3.2MINIMUM PROPERTIESa FOR WOOD STRUCTURAL PANEL FACING MATERIAL USED IN SIP WALLS

THICKNESS(inch) PRODUCT

FLATWISE STIFFNESSb

(lbf-in2/ft)FLATWISE STRENGTHc

(lbf-in/ft)TENSIONc

(lbf/ft)DENSITYb, d

(pcf)Along Across Along Across Along Across

7/16 Sheathing 54,700 27,100 950 870 6,800 6,500 35

For SI: 1 inch = 25.4 mm, 1 lbf-in2/ft = 9.415 × 10-6 kPa/m, 1 lbf-in/ft = 3.707 × 10-4 kN/m, 1 lbf/ft = 0.0146 N/mm, 1 pound per cubic foot = 16.018 kg/m3.a. Values listed in Table R613.3.2 are qualification test values and are not to be used for design purposes.b. Mean test value shall be in accordance with Section 7.6 of DOC PS 2.c. Characteristic test value (5th percent with 75% confidence).d. Density shall be based on oven-dry weight and oven-dry volume.



R613.9 Corner framing. Corner framing of SIP walls shall beconstructed in accordance with Figure R613.9.

R613.10 Headers. SIP headers shall be designed and con-structed in accordance with Table R613.10 and FigureR613.5.1. SIPs headers shall be continuous sections withoutsplines. Headers shall be at least 117/8 inches (302 mm) deep.Headers longer than 4 feet (1219 mm) shall be constructed inaccordance with Section R602.7.

R613.10.1 Wood structural panel box headers. Woodstructural panel box headers shall be allowed where SIPheaders are not applicable. Wood structural panel box head-ers shall be constructed in accordance with Figure R602.7.2and Table R602.7.2.


WALL CONSTRUCTION

TABLE R613.5(1)MINIMUM THICKNESS FOR SIP WALL SUPPORTING SIP LIGHT-FRAME ROOF ONLY (inches)

WIND SPEED(3-second gust)

SNOW LOAD(psf)

BUILDING WIDTH (feet)

24 28 32 36 40

Exp.A/B

Exp.C

Wall Height (ft) Wall Height (ft) Wall Height (ft) Wall Height (ft) Wall Height (ft)

8 9 10 8 9 10 8 9 10 8 9 10 8 9 10

85 —

20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

30 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

50 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

70 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

100 85

20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

30 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

50 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

70 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

110 100

20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

30 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

50 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

70 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

120 110

20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

30 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

50 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

70 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 6.5

130 120

20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

30 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

50 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 6.5 4.5 4.5 6.5

70 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 6.5 4.5 6.5 N/A 4.5 6.5 N/A

— 130

20 4.5 4.5 6.5 4.5 4.5 N/A 4.5 4.5 N/A 4.5 4.5 N/A 4.5 6.5 N/A

30 4.5 4.5 N/A 4.5 4.5 N/A 4.5 4.5 N/A 4.5 6.5 N/A 4.5 6.5 N/A

50 4.5 6.5 N/A 4.5 6.5 N/A 4.5 N/A N/A 6.5 N/A N/A 6.5 N/A N/A

70 4.5 N/A N/A 6.5 N/A N/A 6.5 N/A N/A N/A N/A N/A N/A N/A N/A

For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 pound per square foot = 0.0479kPa.Maximum deflection criterion: L/240.Maximum roof dead load: 10 psf.Maximum roof live load: 70 psf.Maximum ceiling dead load: 5 psf.Maximum ceiling live load: 20 psf.Wind loads based on Table R301.2 (2).N/A indicates not applicable.




WALL CONSTRUCTION

TABLE R613.5(2)MINIMUM THICKNESS FOR SIP WALLS SUPPORTING SIP OR LIGHT-FRAME ONE STORY AND ROOF (inches)

WIND SPEED(3-second gust)

SNOW LOAD(psf)


24 28 32 36 40

Exp.A/B

Exp.C

Wall Height (feet) Wall Height (feet) Wall Height (feet) Wall Height (feet) Wall Height (feet)

8 9 10 8 9 10 8 9 10 8 9 10 8 9 10

85 —

20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

30 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

50 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

70 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 6.5 6.5 6.5

100 85

20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

30 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5

50 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 6.5 6.5

70 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 6.5 6.5 6.5 6.5 N/A N/A

110 100

20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5

30 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 6.5 6.5

50 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 6.5 6.5 6.5 6.5 N/A

70 4.5 4.5 4.5 4.5 4.5 6.5 6.5 6.5 N/A 6.5 N/A N/A N/A N/A N/A

120 110

20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 6.5 4.5 6.5 N/A

30 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 6.5 4.5 6.5 N/A 6.5 6.5 N/A

50 4.5 4.5 6.5 4.5 4.5 6.5 4.5 6.5 N/A 6.5 N/A N/A N/A N/A N/A

70 4.5 4.5 6.5 4.5 6.5 N/A 6.5 N/A N/A N/A N/A N/A N/A N/A N/A

130 120

20 4.5 4.5 6.5 4.5 4.5 6.5 4.5 6.5 N/A 4.5 6.5 N/A 6.5 N/A N/A

30 4.5 4.5 6.5 4.5 4.5 N/A 4.5 6.5 N/A 6.5 N/A N/A 6.5 N/A N/A

50 4.5 6.5 N/A 4.5 6.5 N/A 6.5 N/A N/A N/A N/A N/A N/A N/A N/A

70 4.5 6.5 N/A 6.5 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A

— 130

20 6.5 N/A N/A 6.5 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A

30 6.5 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A

50 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A

70 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A

For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 pound per square foot = 0.0479kPa.Maximum deflection criterion: L/240.Maximum roof dead load: 10 psf.Maximum roof live load: 70 psf.Maximum ceiling dead load: 5 psf.Maximum ceiling live load: 20 psf.Maximum second floor live load: 30 psf.Maximum second floor dead load: 10 psf.Maximum second floor dead load from walls: 10 psf.Maximum first floor live load: 40 psf.Maximum first floor dead load: 10 psf.Wind loads based on Table R301.2 (2).N/A indicates not applicable.




WALL CONSTRUCTION

SIP OR LIGHTFRAME ROOF

SEE FIGURER613.5(3)

SIP WALL FIRST STORY WALL HEIGHT10 FT MAXIMUM

CONCRETE SLAB


FIGURE R613.5(1)MAXIMUM ALLOWABLE HEIGHT OF SIP WALLS

SIP OR LIGHTFRAME ROOF

SEE FIGURER613.5(3)

SIP OR LIGHTFRAME WALL

SIP WALL

SEE FIGURESR613.5(4)AND R613.5(5)

SECOND STORY WALLHEIGHT 10 FT MAXIMUM

SECOND STORY WALLHEIGHT 10 FT MAXIMUM

CONCRETE SLAB

SIP OR LIGHTFRAME FLOOR


FIGURE R613.5(2)MAXIMUM ALLOWABLE HEIGHT OF SIP WALLS




WALL CONSTRUCTION

PRE-ENGINEEREDWOOD ROOF TRUSS

ATTACH PER CODE

CAP PLATE

TOP PLATE

CONTINUOUSSEALANT EACHSIDE OF FRAMINGAS RECOMMENDEDBY MANUFACTURER

SIP WALL PANEL

PRESSED METALGUSSET PLATE

CAP/TOP PLATECONNECTIONIN ACCORDANCEWITH TABLE R602.3(1)

8d COMMON NAILSAT 6 IN. O.C. EACH SIDE

CONTINUOUS SEALANT


FIGURE R613.5(3)TRUSSED ROOF TO TOP PLATE CONNECTION

SIP WALL

CONTINUOUSSEALANT EACH SIDE

2x SOLE PLATEMATCHING THE SIPCORE THICKNESS

8d NAILS AT 6 IN.O.C. EACH SIDE

RIM BOARD

CAP PLATE



TOP PLATE

INSULATION

FLOOR JOIST

FLOOR SHEATHING ANDFRAMING IN ACCORDANCEWITH SECTION R502

SOLE PLATE CONNECTIONIN ACCORDANCE WITHTABLE R602.3(1)

For SI: 1 inch = 25.4 mm.Note: Figures illustrate SIP-specific attachment requirements. Other connections shall be made in accordance with Table R602.3(1) and (2) as appropriate.

FIGURE R613.5(4)SIP WALL TO WALL PLATFORM FRAME CONNECTION




WALL CONSTRUCTION

SIP WALL


2x SOLE PLATEMATCHING THE SIPCORE THICKNESS




SOLE PLATE CONNECTION INACCORDANCE WITHTABLE R602.3(1)

CAP PLATE

TO PLATE

FLOOR SHEATHINGAND FRAMING INACCORDANCE WITHSECTION R502

FLOOR JOIST

For SI: 1 inch = 25.4 mm.Note: Figures illustrate SIP-specific attachment requirements. Other connections shall be made in accordance with Tables R602.3(1) and (2), as appropriate.

FIGURE R613.5(5)SIP WALL TO WALL BALLOON FRAME CONNECTION

(I-Joist floor shown for Illustration only)

TOP PLATE

CAP PLATE

SIP HEADER

2x TOP PLATE RECESSEDINTO THE SIP CORE, WIDTHEQUAL TO SIP CORE WIDTH

2x JACK STUD RECESSEDINTO THE SIP CORE, WIDTHEQUAL TO SIP CORE WIDTH

2x TOP PLATE RECESSED INTOLOWER SIP

2x KING STUD RECESSED INTOTHE SIP CORE, WIDTH EQUALTO SIP CORE WIDTH


Notes:1. Top plates shall be continuous over header.2. Lower 2x top plate shall have a width equal to the SIP core width and shall be recessed into the top edge of the panel. Cap plate shall be placed over the recessed top

plate and shall have a width equal to the SIPs width.3. SIP facing surfaces shall be nailed to framing and cripples with 8d common or galvanized box nails spaced 6 inches on center.4. Galvanized nails shall be hot-dipped or tumbled. Framing shall be attached in accordance to Section R602.3(1) unless otherwise provide for in Section R613.

FIGURE R613.5.1SIP WALL FRAMING CONFIGURATION




WALL CONSTRUCTION

SIP WALL

2x SOLE PLATE MATCHINGTHE SIP CORE THICKNESS


CONCRETE OR MASONRYFOUNDATION WALLOR SLAB

CAPILLARY BREAK UNDERSOLE PLATE AND SIP FACING

ANCHOR BOLT EMBEDDED INCONCRETE 6 FT O.C. MAX


FIGURE R613.5.2SIP WALL TO CONCRETE SLAB FOR FOUNDATION WALL ATTACHMENT

FACING MATERIAL INACCORDANCE WITHSECTION R613.3.2

EXPANSION GAP / IN.1

8

8d NAIL AT 6 IN. O.C.EACH SIDE OF SIP

SURFACE SPLINES


FACING MATERIAL INACCORDANCE WITHSECTION R613.3.2 EXPANSION GAP / IN.

1

8

SURFACE SPLINE CONNECTION



BLOCK SPLINE

BLOCK SPLINE CONNECTION


FIGURE R613.8TYPICAL SIP CONNECTION DETAILS FOR VERTICAL IN-PLANE JOINTS




WALL CONSTRUCTION


FACING

CORE

8d NAILS AT 6IN. O.C. EACH SIDE

CONTINUOUS SEALANTEACH SIDE

SIP SCREW AT24 IN. O.C.

CONTINUOUS SEALANTEACH SIDE


FIGURE R613.9SIP CORNER FRAMING DETAIL

TABLE R613.10MAXIMUM SPANS FOR 117/8 INCH DEEP SIP HEADERS (feet)

LOAD CONDITION SNOW LOAD (psf)


24 28 32 36 40

Supporting roofonly

20 4 4 4 4 2

30 4 4 4 2 2

50 2 2 2 2 2

70 2 2 2 N/A N/A

Supporting roofand one-story

20 2 2 N/A N/A N/A

30 2 2 N/A N/A N/A

50 2 N/A N/A N/A N/A

70 N/A N/A N/A N/A N/A

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.Maximum deflection criterion: L/360.Maximum roof dead load: 10 psf.Maximum ceiling load: 5 psf.Maximum second floor live load: 30 psf.Maximum second floor dead load: 10 psf.Maximum second floor dead load from walls: 10 psf.N/A indicates not applicable.



CHAPTER 6 WALL...

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